prepared for bristol city council end lcp_f… · prepared for bristol city council ma y 2018...

R E P O R T

West End MSCP Life Care Plan

Prepared for

Bristol City Council

May 2018

Burderop Park Swindon, SN4 0QD GB +44 1793 812 479 +44 1793 812 089

III

Contents Section Page

Acronyms and Abbreviations ........................................................................................................ v

Executive Summary .................................................................................................................. 1-1 1.1 Scope .......................................................................................................................... 1-1 1.2 Condition Survey and Structural Investigation .......................................................... 1-1 1.3 Structural Appraisal ................................................................................................... 1-1 1.4 List of Actions ............................................................................................................. 1-1

Introduction ............................................................................................................................. 2-1 2.1 Background ................................................................................................................ 2-1 2.2 Scope .......................................................................................................................... 2-1 2.3 Requirements of the ICE Guidelines .......................................................................... 2-2

Description of the Structure ..................................................................................................... 3-1 3.1 Orientation ................................................................................................................. 3-1 3.2 Components and arrangement .................................................................................. 3-1

Initial Appraisal ........................................................................................................................ 4-1 4.1 Drawings .................................................................................................................... 4-1 4.2 Structural and Testing Reports .................................................................................. 4-2

4.2.1 Mouchel Parkman West End Car Park Structural Survey Report 2004/2005 . 4-2

4.2.2 Part copy of Martech Concrete Testing on West End MSCP, Bristol – March 2007 .............................................................................................................. 4-2

4.2.3 Mouchel Parkman report “West End Access Bridge Structural Survey Report 2004” dated February 2005 .......................................................................... 4-3

4.2.4 Blue Sky Consultants, February 2012 ........................................................... 4-3 4.3 Asbestos Survey Report (October 2011) .................................................................... 4-5 4.4 Gaps in the information ............................................................................................. 4-5 4.5 Information generated in this commission................................................................ 4-5

4.5.1 Drawings ....................................................................................................... 4-5 4.5.2 Test data ....................................................................................................... 4-6 4.5.3 Digital images ................................................................................................ 4-6

Condition Survey ...................................................................................................................... 5-1 5.1 Approach .................................................................................................................... 5-1 5.2 Structural frame ......................................................................................................... 5-1

5.2.1 Columns and beams ...................................................................................... 5-1 5.2.2 Walls ............................................................................................................. 5-2 5.2.3 Ground bearing slabs .................................................................................... 5-3 5.2.4 Suspended slabs............................................................................................ 5-4 5.2.5 Waterproofing .............................................................................................. 5-5 5.2.6 Movement Joints .......................................................................................... 5-6

5.3 Lift and stair enclosures ............................................................................................. 5-7 5.3.1 Arrangement of enclosures .......................................................................... 5-7 5.3.2 Lift motor room and roof .............................................................................. 5-8 5.3.3 Main stair roof .............................................................................................. 5-8

5.4 Stairs at south corner ................................................................................................. 5-9 5.4.1 Concrete stair units ....................................................................................... 5-9 5.4.2 Facades ....................................................................................................... 5-10 5.4.3 Stair tower roof ........................................................................................... 5-12

CONTENTS

Section Page

IV

5.5 Foundations ............................................................................................................. 5-12 5.6 Edge protection........................................................................................................ 5-12

5.6.1 External perimeter ...................................................................................... 5-12 5.6.2 Internal perimeter ...................................................................................... 5-13

5.7 Drainage ................................................................................................................... 5-13 5.8 Entry / Exit layout .................................................................................................... 5-14 5.9 Aesthetic upgrade of external elevations ................................................................ 5-15

Structural Investigation ............................................................................................................ 6-1 6.1 Approach .................................................................................................................... 6-1 6.2 Record of defects ....................................................................................................... 6-2

6.2.1 Visual and Hammer Tap Survey .................................................................... 6-2 6.2.2 Chloride Ion content of the decks ................................................................ 6-3 6.2.3 Compressive strength testing ....................................................................... 6-3 6.2.4 Cover depth .................................................................................................. 6-4 6.2.5 Carbonation depth ........................................................................................ 6-4

6.3 Discussion of main findings........................................................................................ 6-4 6.3.1 Chlorides and deck reinforcement ............................................................... 6-4

Structural Appraisal ................................................................................................................. 7-1 7.1 Car Park Regular Grid Area ........................................................................................ 7-1 7.2 Assessment criteria .................................................................................................... 7-1 7.3 Assessment results .................................................................................................... 7-2

7.3.1 Load cases ..................................................................................................... 7-2 7.3.2 Capacity of longitudinal deck beams ............................................................ 7-2 7.3.3 Capacity of deck transversely ....................................................................... 7-3 7.3.4 Capacity of columns ...................................................................................... 7-4 7.3.5 Implications of the effect of deck repairs upon column strength ................ 7-4

7.4 Progressive Collapse .................................................................................................. 7-5 7.5 Conclusion and Recommendations ........................................................................... 7-5

Life-care Recommendations ..................................................................................................... 8-1 8.1 The Plan – ................................................................................................................... 8-1 8.2 Routine Inspections ................................................................................................... 8-1 8.3 Condition Surveys ...................................................................................................... 8-1 8.4 Structural Appraisals .................................................................................................. 8-1 8.5 Record Keeping .......................................................................................................... 8-1 8.6 Maintenance Requirements ...................................................................................... 8-3

8.6.1 Reinforcement Corrosion ............................................................................. 8-3 8.6.2 Edge protection ............................................................................................ 8-3 8.6.3 South stairwell .............................................................................................. 8-3 8.6.4 Options for short medium and long term..................................................... 8-4 8.6.5 Summary of Actions ...................................................................................... 8-4

Appendix(ixes)

Appendix A - Drawings

Appendix B – Test certificates

SECTION 1

V

Acronyms and Abbreviations AAR Alkali Aggregate Reaction

ACM Asbestos Containing Materials

ASR Alkali Silica Reaction

ASTM American Society for Testing and Materials

BCC Bristol City Council

BRE Building Research Establishment

ICE The Institution of Civil Engineers

LCP Life Care Plan

MSCP Multi-Storey Car Park

RC Reinforced Concrete

UKAS United Kingdom Accreditation Service

SECTION 1

1-1

Executive Summary

1.1 Scope This report details the inspection and assessment of the structure and fabric of West End MSCP in Bristol, in accordance with the Institution of Civil Engineers report ‘Recommendations for the inspection, maintenance and management of car park structures, 2002’. The elements of this work included the following:

• An Initial Appraisal involving a review of archive material to assess in-situ construction details and previous inspection reports;

• Condition Survey and Structural Investigation which included site and laboratory testing of the concrete elements characterise properties and condition;

• Structural Appraisal - an evaluation of the structure via desk study and calculations;

• Recommendations for prioritised remedial actions and maintenance works; and

• Recommended inspections, assessments and maintenance regimes.

This report provides recommendations for the immediate actions (Table 1.1), and sets out further analysis that is required to optimise the future management of, and expenditure on this structure.

The regimes for daily surveillance, routine inspections, special inspections and appraisals, including maintenance and repair guidelines, are set out in Table 8.1 of this report.

1.2 Condition Survey and Structural Investigation The main high and medium priority defects and actions noted were:

• Extensive spalling to the concrete deck (especially on lower level) and soffit, resulting primarily from chloride-induced reinforcement corrosion, and requiring repair and future enhanced protection.

• Stair tower glazing systems extensively deteriorated and in need of substantial refurbishment and repair.

1.3 Structural Appraisal There is no evidence of any structural distress that could be caused by inadequate capacity of the members.

The deck members are broadly adequate given the uncertainties that arise in the method of construction (propped or unpropped), and rigidity of connections to the columns.

Despite absence of any structural distress, we are unable to prove conclusively that any of the columns are adequate and would suggest invasive investigations be carried out to establish concrete and steel strength.

Three historical drawings referred to in the Blue Sky report are to be found and others searched for, This will be immensely beneficial in reducing the cost and potentially harmful effect of invasive investigations.

1.4 List of Actions The recommended maintenance works are given in Table 1.1 for Option C:

SECTION 1 – EXECUTIVE SUMMARY

1-2

TABLE 1.1 Summary of Maintenance Actions for Option C

Item Priority Maintenance action Cost (£)

1 High

Investigations to determine the condition of the spalling concrete framework to the staircase. Access cost included.

£5,500

2 High Replacement of roof-level expansion joints £32,000

3 High Install additional handrailing to stairwells £5,000

4 High Thorough refurbishment of the Staircase patent glazing £18,000

5 High Thorough repair of the Staircase concrete element defects as seen £9,500

6 High Thorough refurbishment of the Staircase brickwork £6,500

7 High Application of anti-carbonation coating to the external concrete £6,000

8 High Cost of scaffolding access to Staircase externally (for above items) £7,500

9 High Replacement of below roof-level movement joints £9,000

10 High Replacement of roofing material to staircases and lift core roofs £5,000

11 High Concrete deck replacement Levels 1A, 2B and 2A, plus line marking £600,000

12 High Deck concrete repairs £33,932

13 High Soffit & upstand concrete repairs £32,993

14 High Lining £14,746

15 High Install new perimeter vehicle barriers (long elevations) £179,511

16 High Install new internal vehicle barriers £112,199

17 High Application of high quality deck coatings £498,078

Total £1,575,459

SECTION 2

2-1

Introduction

2.1 Background CH2M HILL/Jacobs was appointed by Bristol City Council (BCC) to undertake a study to provide the necessary baseline information and determine the maintenance and inspection requirements of the structure and fabric for the West End MSCP, to allow the development of a Life Care Plan (LCP).

A survey of the current condition of the infrastructure was required to help preserve and enhance safety, functionality and future revenue, and identify and address any related health and safety concerns. Of particular concern to BCC is identification of failures of the structure, including spalling, pot holes and any other risks to customers / the general public, and managing the risk of closure due to structural defects.

BCC also wishes to introduce additional CCTV, paint the stairwells and have proprietary coatings for the decks, lift lobbies and stairs. The overall purpose of this commission is to assess current condition and identify, specify, and supervise works to be undertaken by others in order to meet BCC’s aspirations.

2.2 Scope The scope of the study was in accordance with the guidance detailed in the Institution of Civil Engineers (ICE) publication titled “Recommendations for the inspection, maintenance and management of car park structures”, first published in 2002. This is summarised in Section 2.3.

Based on the Initial Appraisal, Condition Survey, Structural Investigation and Structural Appraisal, recommended actions in terms of remedial works, further inspection and assessment have been set out to enable the management of the structure in accordance within the ICE Guidelines.

These works were initiated with on-site visual inspection for the Condition Survey and intrusive sampling for the Structural Investigation.

This document presents the necessary information to form a LCP for West End MSCP.

The scope includes the inspection and proposals for the following items:

• Concrete Condition (Ceilings, ramps, decks, pillars, stairwells, walls, fascia panels to decks)

• Drainage

• Curtain wall glazing (Southern stairwell)

• Crash Barriers

• Entry / Exit layout from Jacobs Wells Rd

• Level 2 Entry / Exit bridge (provided in a separate Principle Inspection report)

• Deck Surfaces

• Hand rails within stairwells

• Lift motor room structure

• Aesthetic upgrade of external elevations

Excluded are:

• Electrics

• Toilets

SECTION 2 – INTRODUCTION

2-2

• Topographic, surface & soffit levels survey

• Ground floor areas occupied / operated by BCC

• Creation of AutoCAD drawings

2.3 Requirements of the ICE Guidelines The requirements detailed in the ICE Guidelines clearly sets out the responsibilities of the asset owner/operator in terms of maintaining their structure in a safe and serviceable condition.

The Guidelines set out how this can be achieved in a process called Life-care planning. One of the key aspects of this process is ensuring that the safety and serviceability of the structure is verifiable and that evidence of this action is contained in a specific file relating to that facility.

The Guidelines state that the development of a Life-care Plan is based upon a review of the existing records of previous maintenance and repair works, inspection reports and structural appraisals. It is stated that the plan should identify the need for immediate actions and plan for scheduled actions such as further surveillance, inspection or repair, as necessary to implement the overall plan. In this manner, the risks posed by aging structures can be properly managed and major disruption through un-planned emergency repair works is avoided.

The document also recommends that the Owner/Operator of the asset should appoint an experienced Chartered Engineer to advise on structural safety, inspection and maintenance of each existing structure.

The ICE Guidelines introduces specific terms and actions which are used in this report. These are as follows:

Initial Appraisal

The Initial Appraisal is centred upon checking existing records for completeness and detailing specific needs in terms of further inspection and maintenance by a desk study of records prior to the Condition Survey.

Condition Survey

The Condition Survey is a detailed visual examination of the structure to identify structural form, general material condition and to identify areas worthy of further examination.

Structural Investigation

The findings of the Condition Survey are used to plan the Structural Investigation, which is aimed at deriving the material condition at specific structurally vulnerable positions and/or to record parameters such as cover, carbonation depth, chloride contamination, material strength and reinforcement corrosion activity.

Structural Appraisal

A Structural Appraisal considers the integrity of the asset in terms of its residual load capacity, particularly at vulnerable positions which may exist as a result of inadequate design, inappropriate repair or material deterioration. This appraisal should address the main structure as well as the adequacy of edge barriers.

Maintenance and Repair

The need for Maintenance and Repair will stem from the previous surveys, inspections and appraisals and should be planned and executed in a timely manner, ensuring a solution that is both affordable to the client and correct for the extent of deterioration encountered.

SECTION 2 – INTRODUCTION

2-3

Typical recommendations for the content of the LCP is detailed below although this may need amendment depending on the individual circumstances, and upon the recommendations of the Engineer,

• Daily Surveillance, usually by operations staff

• Routine Inspections, typically every 6 months

• Periodic Initial Appraisal and Condition Survey of key components, including cladding and edge protection, prompting Special Inspections as required at intervals of less than 8 years

• Structural Appraisal at intervals of not more than 16 years1

Maintenance and repair works are carried out as circumstances dictate as and when instructed by the Owner/Operator, including routine and protective/preventive works and the recording thereof.

1 IICE, 2002 footnote ‘d’ given below Table 5.1 on Page 14 states that ‘Shorter intervals than the maximum values given are likely to be appropriate. The Engineer should advise the Owner/Operator taking into account the condition of the car park structure and the defects known to be present’. Given the age and current condition of West End MSCP 5 years and 10 years are deemed appropriate for the condition surveys and structural appraisals respectively.

SECTION 3

3-1

Description of the Structure

3.1 Orientation West End MSCP lies with its long axis running in a Northeast to Southwest orientation. For the purposes of this report, and consistency with previous reports, the elevations are distinguished as follows:

• North East elevation (approximately 35m length)– facing the bridge access from Upper Berkeley Place, and the Triangle beyond.

• South East elevation (approximately 80m length)– facing the B4466 Berkeley Place and QEH.

• South West elevation – above the car rental facility and facing Burton Court.

• North West elevation – facing the Liberty Park residence (converted historic cathedral).

Plans and elevations are provided in Appendix A.

3.2 Components and arrangement West End Multi Storey Car Park dates from approximately 1966 and has approximately 525 spaces. It is a split-level structure with 14 different levels above Ground level, as follows: 0 (the lowest level, with 2-way access via Berkeley Place at ground level, and rising as a ramp at the rear north west elevation upwards), 1B (with a horizontal deck extending along the whole front, south east elevation), 1A (with a ramped deck extending along the northwest elevation), 2B (with a horizontal deck and two-way access to the bridge off Upper Berkeley Place), 2A (ramped deck), 3B (horizontal deck), 3A (ramped deck), 4B (horizontal deck), 4A (ramped deck), 5B (horizontal deck), 5A (ramped deck), 6B (horizontal deck), 6A (ramped deck at roof level), 7B (highest level, roof-level horizontal deck). Ground level sits below level 1B, and is occupied by Europcar (southern end), the Bath Store (northern end) and a number of plant rooms, attendant’s office and toilets (central section).

The car park is composed of steel columns and beams encased in concrete. The decks are of reinforced concrete. Vehicle and pedestrian restraint to the exterior elevations is provided by pre-cast concrete parapets that were stitched to the insitu-concrete deck. The interior restraint is provided by steel barriers. There is a transverse movement joint across the middle of the car park, separating each ramp and horizontal deck level into 2 sections.

There is a central stair and lift tower, and a stair tower at the southeast corner. Both towers serve all levels. Vehicle circulation is via two-way aisles with an aisle width of 6m.

The columns, soffits and interior walls are painted. There is a mastic asphalt coating to Level 1B. The remaining decks are bare concrete with the exception of the roof level decks (6A and 7B).

The south west end has been enclosed from Ground level to Level 6B by cavity walls. The south east, north west and north east elevations remain open to the elements between the top of the parapets and the soffit. There is a galvanised steel security mesh along the west elevation at Level 0.

SECTION 4

4-1

Initial Appraisal

The Initial Appraisal comprises a desk study of the existing available records. The available documents relating to West End were collated by BCC and provided to CH2M HILL/Jacobs. A summary of the review is presented in the following sections. The information is dominated by the most recent Structural Appraisal Report by Blue Sky Consultants, February 2012.

4.1 Drawings Blue Sky prepared basic floor layouts in CAD, but these drawings were ‘not based on a dimensional survey and should not be relied upon for accuracy.’

Blue sky consultants Drawings:

11019/20 West End Car Park Bristol: Defect Location drawing level 0-1B, November 11

11019/21 West End Car Park Bristol: Defect Location drawing level 1A-2B, November 11






11019/DR01 West End Car Park Bristol: Drainage Survey Undertaken by PlumDrain

11019/EA1 West End Car Park Bristol: Existing Arrangement 1 (deck and parapet cross section)

11019/EA2 West End Car Park Bristol: Existing Arrangement 2 (deck and wall cross section)

11019/EA3 West End Car Park Bristol: Existing Arrangement 3 (vehicle restraint and handrail, elevation)

11019/EA4 West End Car Park Bristol: Existing Arrangement 4 (bridge deck, section)

11019/EA5 West End Car Park Bristol: Existing Arrangement 5 (railings, elevation))

11019/T01 West End Car Park Bristol: Testing Locations Level 0-1B

11019/T02 West End Car Park Bristol: Testing Locations Level 1A-2B






Blue Sky consultants also reported ‘Some existing drawings are known to be held by Bristol City Council’, listing the following (which have not been made available in 2017/8):

• City and County of Bristol City Engineers Office – Sheet No 2 “Ground Floor Plan” dated June 1966 (A3 paper copy).

SECTION 4 – INITIAL APPRAISAL

4-2

• City and County of Bristol City Engineers Office – Sheet No 7B “1/16th Scale Elevations and Sections” dated February 1967 (A3 paper copy).

• City and County of Bristol City Engineers Office – not numbered “Typical Floor Plan” dated 12 December 1968 (A3 paper copy).

• Hydrock Consultants – C/232/002 “Bridge Elevations” dated 14 November 1997.

4.2 Structural and Testing Reports Blue Sky reported they received paper copies of the following previous reports:

• Mouchel Parkman report “West End Multi-Storey Car Park Structural Survey Report 2004” dated February 2005.

• Mouchel Parkman report “West End Access Bridge Structural Survey Report 2004” dated February 2005.

• Martech Technical Services Limited report “Concrete Condition Testing on West End MSCP, Bristol” undated but referring to testing in March 2007 (part copy of report only).

The above documents were not provided to CH2M. We have reviewed the Structural Appraisal Report by Blue Sky Consultants, February 2012 (ref 11019/JC/LH/20.2.12 20). The relevant information in these reports is summarised below as italicised extracts:

4.2.1 Mouchel Parkman West End Car Park Structural Survey Report 2004/2005

‘The report identifies itself to be the latest in a series of annual reports undertaken between 1998 and 2004 and, consequently, is able to identify any changes and deterioration in the various defects noted.

The report identifies several areas of hairline cracking, spalling concrete and occasional exposed reinforcement and recommends repairs to the latter. We would expect much of the cracking to be due to early age shrinkage of the concrete or long-term settlement/deflection of the concrete elements. This appears to be in agreement with the reports findings in 2005. Of greatest significance is that none of the defects is reported to show significant deterioration over the years inspected.

The report refers to concrete testing carried out in 1995 but the results are not included.’

4.2.2 Part copy of Martech Concrete Testing on West End MSCP, Bristol – March 2007

‘Parts of the report provided to us indicate concrete testing results for carbonation, chloride ion content and half-cell results carried out in 2007. These are discussed below:

Carbonation

Carbonation results in the multi storey car park appear to have generally increased compared against test results under this Appraisal (reference 9.2.3). Mean carbonation in the decks has increased from 12mm to 36mm, in parapets from 7mm to 45mm and in the soffits from 12mm to 25mm. If these results are correct this represents a significant increase in carbonation over a four year period.

Chloride ion content

Chloride ion results are stated as being based on an assumed 14% cement content.

The results indicate high chloride percentage in the decks, with the highest readings being found at 25mm to 50mm depth. This broadly matches our testing undertaken as part of this Appraisal (reference 9.2.4). It is not possible to make a direct comparison between the 2007 results and our own recent testing as the chloride ion content fluctuates greatly with location. We note, however,


4-3

that the maximum recorded value in the deck has increased from 1.15 to 1.21, in the soffit increased from 0.24 to 0.49, and in the parapet decreased from 0.24 to 0.17. These results must also be considered in conjunction with the change in cement content.

Half-cell potential

The 2007 report includes the half-cell potential test results for 20 locations in the decks. Of these, 20 results showed voltages to be sufficiently negative to indicate a greater than 90% chance of active reinforcement corrosion. These results do not compare to our own tests undertaken as part of this Appraisal, all of which show less than 10% of active reinforcement corrosion (reference 9.2.6).’

4.2.3 Mouchel Parkman report “West End Access Bridge Structural Survey Report 2004” dated February 2005

This relates to the access bridge and is reported on separately in the CH2M/Jacobs Principal Inspection Report (2018).

4.2.4 Blue Sky Consultants, February 2012 In 2012, the condition was reported as follows:

‘Frame: Concrete encased steel beams on concrete encased steel columns. Clear span frames at 4.8m centres. Condition generally good.

Columns: Concrete encased steel columns. Condition generally good although regular tension cracking in external face.

Beams: Concrete encased steel downstand beams cast with deck. Condition generally good.

Floors: Generally adequate. Insitu concrete decks 175mm thick. Many patch repairs and areas of spalling on lower decks. Spalling at edge of movement joint throughout. No significant delamination, other than those areas of spalling, etc, recorded on the Defects Drawings.

Soffits: Generally good with few areas of spalling requiring repair.

Cladding: Partial brickwork cladding in acceptable condition but requires improved restraint.

Expansion Joints: Failed through all decks except Level 1B (over occupied area).

Pedestrian restraint: Perimeter rails have no mesh infill. Split level barriers have no infill and are climbable.

Roof: Waterproofing nearing end of life. Movement joint leaking.

Brickwork: Generally acceptable. Unprotected masonry around both stair enclosures. Internal masonry adequate but unprotected. External masonry (south gable) generally acceptable but requires improved restraint and barrier protection

Barriers: Car Park – Precast concrete upstand parapets inadequate for vehicle impact at end of aisles. Access Bridge – Steel railings inadequate for vehicle impact. Access Bridge – Barrier fixing bolts corroded. Car Park – Precast parapet upstands generally adequate except at ends of aisles. Access Bridge – Edge barrier inadequate.

Medium level of spalling in decks. Low level of spalling concrete at height. Low risk of spalling/falling concrete.’

Defect schedules were also prepared, showing defects by level, as follows:

Deck Defect Schedule

• Level 6B: 12no. defects (one 1300mm x 250mm)

• Level 5A: 10no. defects (all <150mm x 400mm)


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• Level 4A: 22no. defects (one 2500mm x 1300mm


• Level 3A: 13no. defects (three with dimensions >1000mm)


• Level 2A: 30no. defects (five with dimensions ≥1000mm)

• Level 2B: 40no. defects (eight with dimensions ≥1000mm)

• Level 1A: 52no. defects (seventeen with dimensions ≥1000mm)

• Level 0 (access/egress ramp) 6no. defects

Soffit and Column Defect Schedule

• Level 6b/5a Soffit and Column Defect Schedule: 23no. defects

• Level 5b/4a Soffit, Beam and Column Defect Schedule: 22 no. defects

• Level 4b/3a Soffit and Column Defect Schedule: 16 no. defects

• Level 3b/2a Soffit, Column and Wall Defect Schedule: 34 no. defects

• Level 2b/1a Soffit and Column Defect Schedule: 20 no. defects

• Level 1b/0 Soffit Defect Schedule: 34 no. defects

Sketches of the breakouts were included, as follows:

• 11019/B01 - Parapet Upstand Breakout, showing 10mm rebar, twisted, with 58mm cover

• 11019/B02 - Deck Over Primary Beam (Parking Bay) Breakout, showing 12mm ribbed bar with 45mm cover, and 10mm ribbed bar behind

• 11019/B03 - Perimeter Column Breakout, showing 90mm cover to the approximately 200x200 steel column

• 11019/B04 - Beam Breakout on Primary Beam, showing 22mm bottom flange with 45mm cover

• 11019/B05 - Cantilever Deck Breakout, showing 12mm ribbed rebar at 45mm cover

• 11019/B06 - Deck Soffit at Mid Span Breakout, showing 12mm ribbed bar at 22mm cover and 10mm ribbed bar behind

• 11019/B07 - South Elevation Upstand Wall Breakout, showing 12mm ribbed bars with cover 62mm

• 11019/B08 - North Elevation Upstand Parapet Breakout, showing 10mm twisted bars with 65mm cover

• 11019/B09 - Access Bridge Soffit, showing 38mm plain bar at 42mm depth

The report also refers to the results of testing, ‘Ian Farmer Associates dated January 2012 (report reference 19650) which includes all relevant test certificates. This report is held by Blue Sky Consultants and is available for inspection on request’; a H&H (Heath and Hardie Geosciences Ltd) Petrographic Examination of Concrete, which shows concrete taken from Level 5B was in a generally sound condition but carbonation to a depth of 30mm; and a Plum Drain Drainage Survey Report.


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The report also included Appendix J - ‘Life Cycle Costs’, which recognises that some maintenance items and costs could be periodic and repeated.

We note from the image in this report that at September 2011 the columns within the car park were painted, but we are unable to confirm whether the beams and slab soffits were painted at that time (they were painted when observed by CH2M in 2017).

4.3 Asbestos Survey Report (October 2011) A single asbestos survey was provided: ‘Refurbishment survey report, assessment and register of asbestos containing materials at the lift shaft, West End car park, Jacob’s Wells Road, Bristol, for BCC: 1473.213 October 2011’, by Enquin Environmental Ltd

This report states that ‘All reasonably accessible areas of the lift shaft were surveyed’ and identified string as an asbestos containing material (ACM). The string was tied to cables within a conduit in Lift Shaft 1, and assumed to be present within conduits in the other lift shafts (2 and 3).

4.4 Gaps in the information The original (1966) as-built drawings and structural design calculations were not available for review, nor were reports from between 1995 and 2008. No asbestos survey information has been provided other than that for the lift shaft. Known reports may have gone missing. Blue Sky consultants may still have access to some originals. Of particular significance is the absence of any Blue Sky structural appraisal calculations; whilst the 2012 report text is available, detailed appended information is missing.

4.5 Information generated in this commission

4.5.1 Drawings Plans and elevations of the car park have been developed by CH2M based on the 2012 Blue Sky drawings (which were in turn based on earlier drawings). Locations of defects in the reinforced concrete components have been marked on these, and are provided in Appendix A, and include the following:

TABLE 4.1 Drawing Register

Drawing Number Drawing Description

673846-WE- 000 West End - Location Plan

673846-WE- 001 West End - Location Plan - Site Plan

673846-WE- 101 West End - Level 0, Staircase Defects Location

673846-WE- 102 West End - Level 0 - Entrance/Exit, Defects Location

673846-WE- 103 West End - Level 0 - 1B, Staircase Defects Location

673846-WE- 104 West End - Level 0 - 1B, Defects Location

673846-WE- 105 West End - Level 1A - 2B, Staircase Defects Location

673846-WE- 106 West End - Level 1A - 2B, Deck Defects Location

673846-WE- 107 West End - Level 1A - 2B, Soffit and Upstand Defects Location


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TABLE 4.1 Drawing Register

Drawing Number Drawing Description

673846-WE-108 West End - Level 2A - 3B, Staircase Defects Location












673846-WE- 120 West End - Level 6A - 7B, Staircase and Lift Room Defects Location

673846-WE- 121 West End - Level 6A - 7B, Defects Location

673846-WE- 122 West End - North West Elevation, Defects Location

673846-WE-123 West End - South West and North East Elevation, Defects Location

673846-WE-124 West End - South East Elevation, Defects Location

673846-WE- 125 West End - Drainage Inspection

673846-WE- 125 West End - Drainage Inspection

673846-WE-XX1-Rev A Entrance re-design preferred option for re-modelling access and egress

4.5.2 Test data The chloride test data are included in Appendix B.

4.5.3 Digital images There are a series of digital images and digital video files which illustrate condition resulting from the inspections undertaken by CH2M. These are not included but are available to BCC on request.

SECTION 5

5-1

Condition Survey

5.1 Approach The condition survey involved a visual inspection using the plans and elevations of the car park to assist in recording defects. All works were undertaken by a team of at least two inspectors. The following sections provide a summary of the features and conditions found in 2017/8, and are presented by structural component or part or by the functional activity required.

5.2 Structural frame

5.2.1 Columns and beams The car park is composed of steel columns and beams encased in concrete. Columns are located every two parking bays (approximately 4.8m centres) and support downstand beams clear spanning each split level. Columns are typically 375mm by 375mm section size and the downstand beams 670mm deep by 375mm wide.

There are four lines of columns in the northwest/southeast orientation, spaced at approximately 4.85m centres. These support a total of 12no. beams (spanning transversely, northeast/ southwest) at each level. The beam/column connection at the turning areas at the far ends of each level are slightly more complex due to the off-set levels and arrangement of the longitudinal and transverse beams.

The columns and beams are painted white (see Figure 5-1). The coating is typically in good condition. There are a small number of defect in the beams and columns that relate to, or appear to relate to corrosion of embedded reinforcement. However, there is no evidence of distortion or significant structural damage, with the exception of one location affected by spalling at the southern stairwell (Figure 5-2). The damage here is historic and has been treated by installation of a square section steel prop. In 2017/18 the exposed reinforcement was covered over by a repair mortar.

Figure 5-1. Structural arrangement Typical slab, column, beam, and soffit arrangement (at northeast end of car park)

SECTION 5 – CONDITION SURVEY

5-2

Figure 5-2. Column at south corner of car park, Level 6B Open spalling to the column with reinforcement corrosion and existing steel prop in place.

5.2.2 Walls Most elevations of the car park are bounded by pre-cast concrete units joined to the deck slabs. There are infill cavity walls to the southwest elevation. The walls are full height (floor to ceiling), and span between the columns and the car park slabs. They are of cavity construction, with blockwork inner leaf and brickwork outer facing.

There are also concrete block walls at the stairwells and lift core.

The arrangement means that there is no formal longitudinal or transverse bracing or shear panels and, as reported by Blue Sky, “stability appears to be provided by a combination of the central stair core and the beam to column connections and the insitu deck slab to beam connections”.

The southwest elevation can be inspected from the car parking areas to the residential properties behind Burton Court (see Figure 5-3). The brickwork was placed directly on top of the perimeter of the reinforced concrete deck slabs and the external face is nominally flush with the deck. There is minor irregularity to some courses, apparently most commonly at the bottom and top of the lifts. For the main part, the external brickwork appears in acceptable condition. There is some vegetation (ivy) growth at the west corner of the face, which may in the long term contribute to deterioration.


5-3

Figure 5-3. Southwest elevation External brickwork off reinforced concrete decks in acceptable condition

Figure 5-4. South corner elevation Note repairs to brickwork close to the glazed stair tower

There are some defects visible in the external brickwork at the south corner by the south stair tower (see Figure 5-4). These appear to have been repaired by re-pointing, or re-building sections of the wall. The defects appear to have been related to movement of the structural frame at the stairwell, and may relate to thermal movement at the south corner of the building. The condition of the wall should be monitored and inspected at touching distance when the glazing and stairwell structural frame are next inspected using external access.

5.2.3 Ground bearing slabs Part of the ground floor concrete slab is visible at the southwest end of the car park in the area occupied by Europcar. No defects were recorded in this area. The ground level slabs to the northeast area occupied by the Bath Store are not visible; these are tiled over.


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5.2.4 Suspended slabs The beams support an insitu concrete deck of 175mm depth.

The appearance of the top surfaces at each floor are as-expected for a multi-storey car park of this age, with a significant amount of texture remaining from the original concrete construction, plus abundant evidence of road grime, oil and tyre markings. The white lining (delineating turning circles and parking bays) are typically worn.

The condition of the concrete is generally poor particularly on the lower levels. There is extensive spalling in the top surface, resulting in open spalls, unravelling of the surface, and some ‘hollow’ sounding incipient spalls, with the worst areas being on 1A, 2B and 2A. Some areas of deck contain multiple defects in the same vicinity and it is anticipated that it would be difficult to repair each in isolation (see Figure 5-5). The defects appear to relate to corrosion of embedded reinforcement; this is supported by the high chloride levels found in the decks.

Figure 5-5. Spalling to lower level deck Multiple phases of repair to the deck in the turning area over an extensive area

There are also cracks prevalent in the deck slab. These tend to radiate from columns, and are noted in the soffits as well as the top surfaces of the slabs. Commonly there are continuous cracks between columns along the sides of the car park decks, at the outermost (cantilevered) section (see Figure 5-6).


5-5

Figure 5-6. Southeast side of the car park looking toward the east corner of the car park Note continuous crack in deck spanning between columns, sealed with bituminous material

5.2.5 Waterproofing The roof decks (Levels 6A and 7B) are coated with a bituminous material which appears worn but remains largely intact. This was previously reported by Blue Sky (2012) to appear generally water-resistant with only a few locations of water ingress, but approaching the end of its life. The roof-level waterproofing appears little different some five years on, and is apparently largely still functional (see Figure 5.7).

Figure 5-7. Northeast corner of the car park, Level 7B Worn area of bituminous surfacing material

The deck of Level 1B is situated above the occupied or utilised areas of the ground floor. The deck is coated with mastic asphalt. Whilst the mastic asphalt layer is generally intact there are some locations where it is blistered or worn to the point where bare concrete is visible. Some localised


5-6

patching of the mastic asphalt may be required in the coming years to maintain a high degree of water resistance.

The disabled parking bays on Level 1A have a deck coating in blue/white which is delaminating from the concrete substrate in places. We estimate that around 5% of the coating has failed.

5.2.6 Movement Joints The car park contains a single transverse expansion joint located to the south of the main stair and lift core. This divides the structure in two, comprising 7-spans to the south of the joint and 9-spans to the north.

At roof level the joint has a raised profile and is covered with the bituminous surfacing (see Figure 5-8). However, there are crack-like partings parallel to the joint through which rainwater can penetrate, and the joint is not fully water-resistant.

Figure 5-8. Roof-level (7B) expansion joint Note raised profile to the joint and multiple transverse cracks in the bituminous surfacing material

At the intermediate deck levels the joints are approximately 20mm wide and mastic-filled. There is clear evidence of water ingress through the joints, and it is suspected that the sealant has failed in numerous locations. Figure 5-9a shows evidence of seepage at the soffit, and Figure 5-9b shows that there is a rope-like material sagging from the joint. This is likely to have been part of the original joint filling media, and it is recommended this is inspected by a specialist company to assess its composition.


5-7

Figure 5-9a (left) and 9b (right). Expansion joint at columns and soffit, intermediate level Note mastic-like sealant between the columns and rope-like infill to the soffit joint.

5.3 Lift and stair enclosures

5.3.1 Arrangement of enclosures The main stairs and the lifts are located in an enclosure in the centre of the car park. The enclosure serves each split level (secondary stairs provide access to the rear ‘A’ decks). The main stair tower is constructed of brickwork and 9” blockwork panels built within the steel and concrete frame.

A second stair-only enclosure is located at the southeast corner. The enclosure is formed with brickwork walls separating it from the parking decks and single glazing to the two external elevations.

Figure 5-10. Main stairs at Level 6A Note painted floor, anti-slip nosings to the treads and stalagmites forming below leaking concrete roof.


5-8

The stair flights and landings for both stairwells are of precast concrete (see Figure 5-10) with painted steel handrails. The walls, ceilings and landings are painted. The stair treads have high friction edgings /nosings.

5.3.2 Lift motor room and roof The lift motor room is accessible via a locked door from the top deck of the car park, accessed from the painted metal stairs on Level 6A. The room is constructed from a reinforced concrete frame (beams, columns and roof slab) with walls of blockwork and brickwork. The room showed no evidence of water ingress although there is incipient and open spalling to the soffit slab that appears to relate to low cover reinforcement corrosion.

Externally the roof comprises a covered concrete flat roof with perimeter upstands in concrete, with an attached lightning strip (see Figure 5-11). The roof appears to be covered with overlapping rolls of a sheet membrane, with additional lapping at the upstands, with a partly degraded white or silver painted coating.

Figure 5-11 Lift motor room roof Roofing material in good condition and standing water from file GOPR0424

5.3.3 Main stair roof The main stairwell roof consists of is at a lower level to the lift motor room roof. It is a horizontal flat roof bounded at the perimeter by a low upstand, as shown in Figure 5-12. The roof and low upstands are covered with what appears to be sheets of a dark grey roofing product, which may have been finished or coated in the past with a silver or white layer (presumably a solar reflective treatment).

The roof covering appears to be generally in good condition, with a few circular and linear blister-like features. However, leaks from the soffit were found inside the stairwell (above the main landing and above the secondary stairs) indicating that there are defect in the roof waterproofing which were not apparent from the outside.

There is an outlet at the southeast corner of the lower flat roof section, providing drainage to a hopper and downpipe.


5-9

Figure 5-12 Main stairwell roof Roofing material in good condition and standing water from file GOPR0423

5.4 Stairs at south corner

5.4.1 Concrete stair units The full-height staircase, to the southeast corner of the car park (Figure 5-13), comprises of pre-cast concrete stairs and integral landings (215mm thick), resting on the car park framework at each floor level. They incorporate yellow paint applied non-slip nosings.

Figure 5-13 Location of south stairwell (ringed) Stairwell at southeast corner of West End MSCP

Where the landings abut the staircase walls, they are sealed and the landings generally painted. Along the stringers (sides) of the staircases, they do not abut the perimeter walls to all sides, allowing cleaning surface water and the like to cascade over and onto the staircase glazing and walls,


5-10

causing staining and premature deterioration of the brickwork and concrete elements enclosing the staircase. It would be prudent to review this design and perhaps allow for edge protection to the exposed stringers to limit future soiling and corrosion.

In addition to the above, it would be beneficial, from a cosmetic point of view, to paint all the stairs, if only to allow deeper cleaning when soiled. In addition to the above, it would be beneficial, from a cosmetic point of view, to paint the stairwells (walls and soffits).

Painted steel balustrades are bolted to the staircases. These appear to be in average condition and would benefit from cleaning as a minimum and re-coating in some locations.

The handrailing is discontinuous on the ‘outer’ perimeter of the stairwell at the internal brickwork wall. Absent sections could to be readily added.

Figure 5-14 Internal views of stairwell Views toward the southwest, illustrating façade glazing, handrails, stair units, structural frame and brickwork

5.4.2 Facades The south staircase to this car park is mostly clad with aluminium patent glazing, fixed to a reinforced concrete supporting framework. There are brick apron panels to the landings and to the entire ground floor.

The patent glazing system is considered to be original and comprises of:

• Aluminium transoms and mullions

• Single glazing with rubber gaskets to the framework

• Reinforced concrete supporting framework

Overall, the glazing system is tired and damaged in part, with local areas of water ingress evident. One panel is missing and replaced with plywood. We noted that the glazing and bead sealing compound is generally beginning to extrude and crack and in time further water ingress will occur. The surface coating of the exterior is generally heavily soiled and faded. The expected serviceable life therefore, before major refurbishment is required, is less than five years.


5-11

Figure 5-15 External views of stairwell Views illustrating façade glazing, stair units, structural frame and brickwork

In light of the above, the glazing system is in need of substantial refurbishment and repair within the next 12 – 24 months we suggest. Given the extent of the work required in terms of labour and storage, plus the general poor cosmetic appearance of the system installed, consideration should be given to replacing all of the façade glazing systems. New systems are likely to have a payback period of five to 10 years, given the life of the existing system and the need to continually maintain.

Figure 5-16 Internal views of façade Views illustrating deterioration of glazing beads and seals and an example of spalling to concrete framework

The concrete supporting framework appears to be in fair to poor condition. Local cracking, expected to be the result of reinforcement corrosion, is evident in areas and repairs are now required. It may be that carbonation is occurring and the corrosion exacerbated by the use of cleaning agents to the staircase - further investigations are recommended for this year and consideration given to the use of anti-carbonation coatings applied as part of any remedial works, to reduce the deterioration of the reinforcement further.

Heavy efflorescence (salt staining) is evident at ground floor level and we suspect that cleaning agents may be the cause of this problem. Local cleaning of brickwork and repairs and repointing will be required.


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5.4.3 Stair tower roof At roof level (Level 7B) the stair tower is enclosed to the northeast and northwest by brick walls. There is a concrete beam atop the wall, which extends above roof level as an upstand. There is a lightning tape attached to the perimeter upstand. The tape is detached in the south corner.

The roof is a simple flat roof of concrete coated with what appears to be a multiple strips of a thin (<5mm thick), dark grey, bituminous system, possibly some form of bituminous felt. Only 20% to 30% of the surface is visible as the remainder is covered with moss-like vegetation and small stones (presumably loose felt-chippings). Where visible, the surfacing appears to be in reasonable condition, but there appear to be tears in at the perimeter where the flat section is lapped up the internal face of the upstand.

Drainage from the flat roof is provided via a lead-lined penetration through the upstand southwest corner, draining into a hopper then downpipe. Despite the vegetation apparently impeding the drainage, at the time of the survey drainage appeared to be effective, and there was no water leakage through the roof into the stairwell.

Figure 5-16 South corner stairwell roof Vegetated roof in degraded condition, and loose lightning strip from file GOPR0426

5.5 Foundations The foundations are not visible without excavation, which is outside of the remit of the survey completed to date, and therefore have not been inspected. However, there is no evidence of settlement, movement or tilting of the structure.

5.6 Edge protection

5.6.1 External perimeter The exterior of the car park is enclosed with blockwork on the southwest side, with the remaining 3 sides part open to the elements. The perimeter to these three sides is formed from L-section precast concrete panels integral with the insitu concrete deck (see Figures 5-6 and 5-17). Despite being continuously attached to the deck, the panels are separated vertically by keyed joints. The panels provide a continuous vertical parapet of 835mm above kerb level with an additional height (to 1080mm) provided by a metal hand rail.

There are numerous cracks and spalls in the outer and soffit faces of the pre-cast panels, as illustrated in Figure 5-17. These may relate to reinforcement corrosion and/or restrained thermal movement. It is our professional opinion that the parapets will deteriorate over time, as both reinforcement corrosion continues to occur in the deck and in the external faces of the parapet


5-13

units. These processes might reduce the capacity of the parapet over time. As such it may not be prudent to rely on the parapet to provide vehicle restraint function in the long term.

Figure 5-17 Southest (front) elevation from pavement level Note junction between deck soffits and pre-cast panels, with spalling of concrete at some vertical joints

The northeast and southwest ends of the car park have new rigid post and rail barrier type which was installed after the Blue Sky report in 2012. The details of this should be checked to determine if the barrier installed was designed to resist the twice force loads required for ramp end barriers.

5.6.2 Internal perimeter The internal barriers between the split levels are formed from steel C-section posts supporting Armco-type steel barrier rails at low level and a mid and top-level steel hand rail. The posts are bolted to the deck. The condition of the edge protection is generally good. There is localised corrosion of the posts, baseplates and holding-down bolts. Neither the length of the bolts nor the engagement depth is known, nor the condition of the bolts below the baseplate.

The existing edge protection does not meet current standards for the following reasons:

• the rigid post supports (steel C-sections) are incapable of accommodating the current vehicle impact loadings,

• the barriers are easily climbable, and of insufficient height, and

• the spacing between the elements permit the passing of a 100mm diameter ball, and as such the barrier fails to prevent children from accidently endangering themselves.

5.7 Drainage The surface water drainage from the decks relies on cross-falls (and the gradient of the ramped section) to the internal edges (i.e. those between the split levels), to grates which feed down pipes. The cross-falls are not entirely continuous, and water ponds extensively during periods of rainfall, at various locations and levels, including at the internal perimeter of the B decks. There are a total of 6no. down pipes which each connect to grates at each half-deck. There are no downpipes located at the external perimeter.

The down-pipes are metallic and are coated with a black paint system in reasonable condition. At ground level they continue to a sub-surface drainage system. This was surveyed in 2011 and is shown in Blue Sky consultants drawing 11019/DR01, which shows all downpipes connected to either


5-14

a surface water or combined (foul and surface water) pipe , all eventually leading to manhole chamber close to the un-used exit ramp on Berkeley Place, and then discharging to the east. At the time of the 2011 survey, some of the manhole covers could not be lifted. In 2018, most of the visible covers could not be lifted, and one in the Bath Store appeared to have been covered by new flooring. The covers have corroded to the frames, and would need to be freed up using a combination of angle grinder, hand-tools and lifting gear.

5.8 Entry / Exit layout The ground-level access from Jacob’s Wells Road is constrained by the layout of the superstructure (i.e. the columns and beams supporting the decks above) and walls (see Figure 5-18).

Figure 5-18 Entrance ramp Illustrating the bottleneck formed by the retaining wall, column, down pipe, kerbs and masonry wall

CH2M have reviewed the ground floor entry/exit layout and determined that the only viable option is to move the existing kerb back. BCC have moved the kerb before and the benefits gained would be limited as the width of only one lane can be improved. The proposed arrangement is shown in CH2M Drawing 673846-WE-XX1-Rev A, an extract of which is included in Figure 5-19.


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Figure 5-13 Entrance re-design Preferred option for re-modelling access and egress

5.9 Aesthetic upgrade of external elevations Any upgrade to the elevations should be considered in conjunction with the agreed actions for other parts of the car park, particular those exposed to Jacob’s Wells Road (notably the south stairwell glazing, its concrete support structure, the brickwork to the southwest elevation, and critically the perimeter pre-cast parapet units). Any external upgrade theme is likely to involve cleaning and potentially coating.

SECTION 6

6-1

Structural Investigation

6.1 Approach We understand that there are no contemporary construction drawings, structural drawings, previous records of structural appraisal, or records of maintenance and repair activity for this structure. On this basis, a structural investigation was designed and undertaken, recording parameters such as chloride ion content, cover depth, carbonation depth and compressive strength.

The structural investigation was aimed at deriving the material condition and properties so that load assessments could be undertaken, at specific structurally vulnerable positions. It was also aimed at assessing the overall condition, type and extent of deterioration, and risk of future deterioration, which are important factors in assessing the potential demand for repair and maintenance.

Is was not possible to undertaken a full assessment of all elements of the car park at all levels; columns, beams and slabs have been sampled and tested at specific locations only.

This section of the report documents the findings of the site investigation and associated laboratory testing.

CH2M HILL/Jacobs appointed a specialist contractor, EDS to undertake the sampling and testing work. Intrusive sampling was carried out at 24 locations and included:

• measurement of minimum cover depth to reinforcement;

• carbonation depth,

• incremental dust drilling for laboratory testing for chloride content, and

• ‘break outs’ to locally remove concrete cover to expose a reinforcing bar for calibration of instruments and visual confirmation of corrosion condition.

In addition, three, 50mm diameter core samples were also cut and removed from beam soffit, column and deck positions. These samples were conveyed to a specialist laboratory to determine compressive strength and density.

These sample and test locations are shown in Table 6.1 below:

TABLE 6.1 Chloride sample locations and results

Location reference

Level Element Chloride content %by weight of cement at 35-50mm depth

BRE Corrosion risk assessment

WE1 4B Deck, bay 0.63 Moderate

WE2 4B Deck, bay 0.87 High

WE3 4B Deck, aisle 0.34 Low

WE4 3B Deck, bay 0.78 High

WE5 3B Deck, bay 1.12 Very high

WE6 3B Deck, aisle 0.53 Moderate

WE7 2B Deck, bay 1.80 Extremely high

WE8 2B Deck, bay 1.65 Extremely high

WE9 2B Deck, aisle 3.11 Extremely high

WE10 0 Entrance aisle 0.29 Low

SECTION 6 – STRUCTURAL INVESTIGATION

6-2

All drilled sample holes, core holes and break-out areas were reinstated using a BS EN 1504-3 Class R4 repair material.

6.2 Record of defects 6.2.1 Visual and Hammer Tap Survey All visible areas were checked for defects and accessible areas where defects were found were checked for debonding of the cover concrete from the reinforcing bars using a light chipping hammer and noting the audible response. A ‘drummy’ note indicated hollowness whilst a ‘ringing’ signified a sound bond to the bars.

A summary of concrete defects identified is presented in the Charts 6-1 and 6-2. Of note is the general pattern of reduction of the number of deck defects with increasing level in the car park, the large number of decst at Levels 1A, 2A and 2B, and the absence of these defects at Level 1B (coated with mastic asphalt).

Chart 6-1 Number of defects on each deck

Chart 6-2 Number of soffit, elevation and upstand defects by level

11

205

2

96

137

52 5670

43

17

46

421

00

50

100

150

200

250

Number of Deck Defects by level

78

25

38

2622 24 22

46

22

83

43

8

52

10

0

10

20

30

40

50

60

70

80

90

Number of Soffit, Elevation & Upstand Defects by level


6-3

6.2.2 Chloride Ion content of the decks At deck locations (the parking bays and aisles of Levels 0, 2b, 3b, and 4b), drilled dust samples were collected using a rotary-percussive drill and large diameter masonry bit in accordance with recommendations detailed within BRE-IP 21/86.

The concrete dust was collected in approximate depth increments as follows: 5-20mm, 20-35mm and 35-50mm. The outermost 5mm was assumed to be weathered and therefore non- representative and discarded.

The dust samples were then submitted to a UKAS accredited laboratory, Quartz Scientific Ltd, for chemical analysis for determination of chloride ion content in accordance with the procedures detailed within BS 1881: Part 124. The laboratory test certificates are presented in Appendix B. The cement content is shown as 14% by weight of concrete but we have re-analysed using 20.6% as previously determined by Blue Sky (2012).

The data was assessed using the criteria given in BRE Digest 444: Part 2 for a 40 year old structure (assumed damp with pH>10), and against the threshold value above which the levels of chloride ion are considered to induce corrosion (i.e. 0.4% by weight of cement for chloride). Given its age it is feasible that cast-in chlorides are present, however, this not believed to be the case.

The data is summarised in Table 6.1 and shows significant elevations over the expected chloride content in the outer 50mm of the deck slabs. Chlorides could have originated from the use of de-icing salts spread across the car park or tracked in by vehicles during winter periods.

We have also reviewed previous results for sampling and testing for chloride content. Measurements in 2012 in the deck were mostly lower that would be expected to initiate reinforcement corrosion in the 5-25mm and 25-50mm depth increments in the decks, soffits, parapets, beams and columns. Isolated high chloride values were reported in 2 deck locations on Level 2 A.

6.2.3 Compressive strength testing No core sampling was undertaken in 2017/8. Blue Sky took samples of concrete in 2012. The data is summarised in Table 6.2.

TABLE 6.2 Compressive strength results, 2012

Location reference Element Density Estimated insitu cube strength

Core – Level 2A Deck 2410 kg/m3 26.6N/mm2

Core – Level 5B Deck 2600 kg /m 27.6N/mm2

Core – Access Bridge Column 2415 kg/m3 66.7N/mm2


6-4

6.2.4 Cover depth No cover work was undertaken in 2017/8. The Blue Sky data from 2012 is summarised in Table 6.3. There were 9 (out of 20) cover measurements reported at between 20mm and 30mm depth. The mean depth is therefore skewed by the deeper covers, and it is significant that many deck locations have limited (and what might be considered low) protection afforded by cover concrete.

TABLE 6.3 Cover results, 2012

Element Range, mm Mean, mm Number of readings

Suspended Deck 20-69 36 20

Column 31-48 40 4

Parapet/Wall 16-65 45 20

Soffit 19-61 25 12

6.2.5 Carbonation depth No carbonation depth assessment was undertaken in 2017/8. The Blue Sky data from 2012 The data is summarised in Table 6.4. There is clearly some risk of carbonation-induced reinforcement corrosion for the deck slabs.

TABLE 6.4 Carbonation depth results, 2012

Element Range, mm Mean, mm Number of readings

Suspended Deck 8-43 31 20

Column 5-31 52 4

Parapet/Wall 5-21 10 19

Soffit 8-41 23 12

Blue Sky reported that ‘The individual test results …. show that the recorded carbonation depth exceeds the cover in some of the test locations…… The results indicate a Medium risk of reinforcement corrosion due to carbonation in the decks and soffits.’

Carbonation can be expected to have progressed in the deck since 2012, although not in the painted columns and soffits (assuming the coating is an anti-carbonation coating).

6.3 Discussion of main findings 6.3.1 Chlorides and deck reinforcement In assessing likely future behaviour and maintenance demand it is important to consider the evidence of deterioration as well as the test results from past and current investigations. There is abundant evidence of low cover in the deck slabs and soffits in both. The current extent of deterioration in the decks, and apparent multiple phases of repair is concerning and indicative of historic and ongoing reinforcement corrosion. Whether this was originally carbonation-induced or chloride-induced corrosion is largely irrelevant as there are now sufficient failures in the lower deck


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levels to permit ready ingress of de-icing salts and generate aggressive chloride-induced corrosion cells. As such, the decks of Level 1A, 2B and Level 2A are expected to be actively corroding, difficult to treat in isolation, and result in a greater number of spalls and potentially larger spalling areas. Corrosion may also become increasingly associated with weak points in the concrete, including the cracks visible radiating from columns or spanning between columns at the cantilever sections.

There is abundant evidence of cracking and spalling associated with the the pre-cast deck units. This may be in part related thermal movement. However, we cannot rule out the possibility of reinforcement corrosion caused by the drainage of chloride-contaminated run-off at each deck level. The abundance of cracking and spalling in these pre-cast units could increase and needs to be managed by regular inspection and removal of spalling material.

It is likely that the deck spalling seen at higher levels is also related to chloride-induced reinforcement corrosion. Isolated areas are easier to treat and maintain.

SECTION 7

7-1


7.1 Car Park Regular Grid Area The car park has a predominantly regular grid pattern of columns and drop beams spanning transversely at a 15’ 11” pitch (16’ may have been intended). The car park was analysed as a plane frame with each member representing 15’ 11” (4.851m) width of floor. The spans between the centres of the columns are 2 x 50’ (2 x 15.24m). The weight of the cantilevers and edge walls that extend 1.8m beyond the perimeter columns are also taken into account.

7.2 Assessment criteria The concrete cube strength is assessed as 24.8N/mm2. This is based on two cores taken by Blue Sky (report para. 9.2.1) which yielded results of 26.6N/mm2 and 27.6N/mm2, reduced to the 95% confidence level by the method given in BS 6089. Note that in the assessment of composite construction, the minimum permitted concrete strength considered to be effective is 25N/mm2 (BD 61/10 clause 8.1). However as the core value is close to the minimum, the concrete contribution will be allowed.

Structural steel yield strength 247N/mm2, based on BS 15:1948 amended 1959 (BD 21/01 Table C2).

Concrete density 25kN/m3 and steel density 77kN/m3.

Car park loading 2.5kN/m2 assumed (BS EN 1991-1-1:2002 Table NA.6).

Floor members are modelled as T beams: breadth 120.62” depth 33” flange 7” web 15”. The actual

breadth of 191” is reduced by shear lag using the method in BS 5400 part 3 Table 4 with = 0.6318.

Floor members contain a steel beam section 610 x 229 x 140 (Blue Sky 11.3).

Perimeter columns are 15” x 15” (381mm sq.) containing UC 203 x 203 x 86 (Blue Sky 11.8).

Internal columns are 18” x 18” (457mm sq.) but there is no mention of what size steel column is enclosed.

At the car park turning ends, the two semi decks are aligned vertically (Figure 7-1, left) while at mid length the decks are out of phase by up to half a storey height (Figure 7-1, right). The vertical storey height is 3.048m throughout above the first floor.

Permanent loads and live loads are applied to every part of structure, using two computer models in Leap5 classic. The individual member loads are obtained and factored by spreadsheet for ULS. The

factor f3 = 1.1 is not added to the loads, but allowed for in the assessment of material strength.

Figure 7-1. Structural arrangement Typical arrangement by floors, section at turning ends (left) and mid length (right()

SECTION 7 – STRUCTURAL APPRAISAL

7-2

TABLE 7.1 Summary of loads

Adverse load factor Relieving load factor

Permanent loads 1.15 1.0

Live loads 1.50 0.0

7.3 Assessment results

7.3.1 Load cases The following worst case scenarios are obtained that apply anywhere: Deck slab transverse results are obtained by using formulae in Steel Designers’ Manual

TABLE 7.2 Worst case loads for deck and columns

ULS excluding f3 Total Permanent Live

Deck member sagging 1404.8kNm 634.9kNm 769.9kNm

Deck member hogging -1274.6kNm -779.4kNm -495.2kNm

Deck end shear force 548.6kN 265.9kN 282.7kN

Perimeter column axial load

3563.9kN 2421.7kN 1142.1kN

Interior column axial load

6216.7kN 4038.8kN 2177.9kN

Perimeter column coexisting moment

86.6kNm

Interior column coexisting moment

30.1kNm

Deck slab transverse results are obtained by using formulae in the Steel Designers’ Manual.

TABLE 7.3 Deck slab loads

ULS excluding f3 Total Permanent Live

Deck slab sagging 15.3kNm/m 5.5kNm/m 9.8kNm/m

Deck slab hogging -22.8kNm/m -11.0kNm/m -11.75kNm/m

Deck slab shear force 29.0kN/m 16.6kN/m 12.4kN/m

7.3.2 Capacity of longitudinal deck beams The longitudinal beams are analysed using the staged construction approach. Initially it is assumed that the beams were not propped during construction, since to do so would greatly increase the temporary works input and time duration. The car park comprises a steel frame clad in concrete which provides fire protection and composite action. The presumption that composite action must exist is based on the realisation that beams in isolation fall far short of the required bending capacity. However the presence and adequacy of shear studs required for transmission of longitudinal shear at the material interface is unknown. Steel reinforcement provided in the


7-3

direction aligned with the steel beams comprises 6mm bars at 100mm centres (wrapping) and 10mm bars at 300mm centres in the slab. Both are ignored.

Stage 1: For un-propped construction, the steel beams alone would be required to carry self weight, formwork, weight of wet concrete and construction live loads. The maximum bending moment from the table above is 779.4kNm (hogging). The elastic section modulus for UB 610x229x140 is 3622cm3, resulting in an extreme fibre stress of 215.2N/mm2. This stress would be increased further by the weight of formwork and construction live load.

It is implausible that stage 1 loads would induce stresses so close to 247N/mm2 yield, which suggests that either a higher grade of steel was used or the formwork was propped. The above calculation does not take into account any reduction that might be needed to prevent lateral torsional buckling.

Stage 2: The composite section carries live load in addition to the locked in stage 1 steel stresses. The section capacity is derived using the plastic modulus of the steel with concrete in tension ignored.

The comparison of capacities and applied loads are tabulated below:

TABLE 7.4 Slab capacity vs applied loads

Deck Capacity Applied load Utilisation factor

Sagging 1620.1kNm 1404.8kNm 0.87

Hogging (as per Figure 7-1 left)

-1026.7kNm -1274.6kNm 1.24

Hogging (as per Figure 7-2, right)

-1026.7kNm -816.5kNm 0.80

Maximum hogging moment occurs where the deck beam ends are connected to the internal columns in the same plane as indicated in Figure 7-1. This assumes a fully rigid connection as opposed to being simply supported. The articulation cannot be fully evaluated without knowing the connection details. As a minimum, partial rigidity would be expected for stage 1 loads and full rigidity would be expected for stage 2 live loads. In the latter case the steel beam encapsulation contributes to capacity where it is in compression below the neutral axis.

The end bays that accommodate the turning areas have a different column arrangement such that the span dimensions are 35’ + 30’ + 35’ instead of the 50’ + 50’ as represented by Figure 7-1. This reduces the hogging moment to 40%. However this is offset by greater spacing in the orthogonal direction which potentially doubles the moment.

7.3.3 Capacity of deck transversely The shorter spanning direction comprises the 7” thick deck slab only spanning 16’ nominal distance between longitudinal members. The investigations conducted by Blue Sky show that the tension reinforcement in both hogging and sagging zones comprises 12mm ribbed bars at 300mm and 150mm centres respectively. Assuming use of imperial units, it is more probable that the spacing of bars would be 12” (304.8mm) and 6” (152.4mm) so on that basis the area of steel is 371mm2/m and 742mm2/m. The latter figures have been used.

The comparison of capacities and applied loads as tabulated below show adequacy:


7-4

TABLE 7.5 Slab capacity vs applied loads

Deck transverse to main beams

Capacity Applied load Utilisation factor

Sagging bending moment

18.8kNm/m 15.3kNm/m 0.81

Hogging bending moment

-30.1kNm/m -22.8kNm/m 0.76

End shear force 94.1kN/m 29.0kN/m 0.31

7.3.4 Capacity of columns Blue Sky did not take any core samples from the columns, therefore by default the same strength concrete is assumed as for the deck. Likewise steel strength is taken as 247N/mm2. On this basis the utilisation factor for the perimeter columns is 1.41.

To test sensitivity to changes in the material properties, it is found that by increasing steel and concrete strength to 355N/mm2 and 30N/mm2 respectively, a near satisfactory utilisation factor of 1.04 can be obtained.

The internal columns measure 18” sq. (457mm), so are able to accommodate larger steel column sections of either the UC 254x254 or UC 305x305 series while still retaining sufficient cover for fire resistance. Different sizes that have been tested are shown in italics below. The use of UC 254x254 is most probable.

TABLE 7.6 Column capacity and applied loads

Column Capacity Applied load Utilisation factor

Perimeter column 2533.3kN 3563.9kN 1.41

Perimeter column (fs=355, fcu= 30)

3430.3kN 3563.9kN 1.04

Internal column (UC 203x203x86)

3789.1kN 6216.7kN 1.64


5658.6kN 6216.7kN 1.10


8321.5kN 6216.7kN 0.75

It should be noted that the applied load figures occur at ground level only. The column weights would be expected to reduce with vertical height upwards. At the uppermost floor, axial loads reduce to 479.6kN and 925.7kN for the perimeter and internal columns respectively i.e. about 15% of what they are at ground level. Any reduction in the steel column section size or weight must in any case remain commensurate with the requirement to make a satisfactory bolted connection to the deck beams, which are all uniformly the same size.

7.3.5 Implications of the effect of deck repairs upon column strength In the assessment of column buckling strength, an effective height of 3.048m has been used, which is the vertical distance between the centres of the floor slabs. In the event of floor slabs being


7-5

removed for the replacement of chloride afflicted concrete, there is a risk that the lateral restraint to columns will be reduced resulting in an increase in effective height and reduction of buckling capacity.

Weakness in the columns may be further exacerbated since removal of deck panels one at a time will inevitably create out of balance moments due to differences in deck weights either side of a column.

The deck demolition operation will need to be managed to ensure that:

(a) Loading imposed by construction plant does not exceed 2.5kN/m2 generally, with a limitation on magnitude of individual wheel loads

(b) Arisings from deck demolition shall not be allowed to accumulate on the decks below, and dynamic affects shall be kept to a minimum

(c) Construction sequence shall be limited to single bays or parts of bays to minimise any out of balance moments and torsions propagating through the car park frame that may have a harmful effect

(d) Propping of adjoining bays or parts of bays be needed

(e) Locked in stresses must be predicted and designed for.

7.4 Progressive Collapse Current design standards and the Building Regulations require consideration of progressive collapse in the design of key elements. It is possible given the age of the structure that progressive collapse was not considered in detail (or at least not to a recognised standard) in the design.

We have identified that under current loading and material assumptions, the columns have high utilisation factors and could be susceptible to vehicle impact on a column. If a column or columns were to buckle, progressive collapse (laterally and vertically) would be a possible outcome. Collapse could occur as a result of a sustained fire beneath the slab or beams exceeding the fire resistance of these elements. Given the uncertainty as to the resistance of the structure to progressive collapse, consideration should be given to undertaking further structural analysis and if necessary increasing protection to these columns.

7.5 Conclusion and Recommendations This structural study is based on the outcome of invasive investigations undertaken by Blue Sky in 2012, supplemented by our own site inspections. The assessment results that we have obtained are necessarily limited in their scope by the availability of that information and assumptions made. There is no evidence of any structural distress that could be caused by inadequate capacity of the members.

The deck members are broadly adequate given the uncertainties that arise in the method of construction (propped or unpropped), and rigidity of connections to the columns.

Despite absence of any structural distress, we are unable to prove conclusively that any of the columns are adequate and would suggest invasive investigations be carried out to establish concrete and steel strength. Furthermore, the steel section size for the central columns needs to be known.

Before any deck demolition (other than minor deck repairs) can take place, it is necessary to accumulate further information to enable 3-d modelling of the sequence of deck removable and replacement.

Three historical drawings referred to in the Blue Sky report are to be found and others searched for. This will be immensely beneficial in reducing the cost and potentially harmful effects of invasive investigations.

SECTION 8

8-1

Life-care Recommendations

8.1 The Plan – The Initial Appraisal, Condition Survey, Structural Investigation and Structural Appraisal have been used as the baseline for the development of a LCP. In developing recommendations it has been assumed that the requirement is to upgrade the structure to near modern standards as far as is reasonably practicable and then maintain it in its current condition for 20 years. The main elements of the recommendations for the content of the LCP, including the inspection and recommendations, are identified in Table 8.1.

8.2 Routine Inspections Routine inspections should be undertaken on 6-monthly cycles and should include the following aspects: visual inspection of key elements (structural frame, masonry, drainage etc). These inspections should be based on a checklist including but not limited to the items given in Table 8.1.

8.3 Condition Surveys Following the condition survey report herein, condition surveys should be carried out at a maximum interval of 5 years. The proposed dates for these are given in Table 8.1. Items to be considered in future condition surveys should be based on the findings of the intervening inspections and the survey works undertaken and described in this report. The results of each future condition survey should be used to re-calibrate the LCP.

8.4 Structural Appraisals Based upon the findings of the limited structural appraisal herein, future structural appraisals should be undertaken at 10-year intervals. The proposed date for this activity is given in Table 8.1. Items to be considered at that time shall rely upon contemporary condition and special inspection information.

8.5 Record Keeping All existing documents, such as those listed in Section 5 and all other relevant documents created in the future, should be recorded. These will form the basis of the historical records that need to be kept as part of the Life-care Plan. All other existing information, such as test reports, calculations, drawings and photographs, should also be added to this record.

To assist in the keeping and updating of the records, the following main categories should be listed:

1. Document title; 2. Document type; 3. Reference number; 4. Date produced; 5. Storage location; 6. Life care Plan action; 7. Other comments.

The record should be updated whenever work is carried on the car park. It is recommended that this responsibility for updating and keeping the records is given to a designated person.

SECTION 8

8-2

Table 8.1

Inspection and Investigations of Elements for West End MSCP (based on Table 5.1 of ICE 2002 Recommendations)

Action Work by Report to Required Scope

Daily surveillance On-site staff Property manager

Daily Record and report any incidents, signs of damage/collisions or failures/breakdown of equipment.

To include lighting, signage, security, drainage, columns, decks, walls, soffits, beam, etc.

Routine inspection

Inspector and/or Engineer

Property manager

Every 6 months with an Engineer conducting at least one inspection per annum

Deck, soffits, Structural Elements:

Check beams, columns and deck soffits for new calcite, rust staining, damage, cracking or spalling.

Check and report any movement, damage or deterioration and loose material.

Check for new sites of leakage to the soffit.

Drainage

Check for signs of damage or new seepage from connections, rodding eyes, etc.

Handrails

Check holding down bolts and report any missing and or any signs of deterioration. Check for evidence of impact.

Condition Survey Engineer BCC 2023, 2028 Carry out future condition surveys based on findings from this report, plus any subsequent inspections.


Engineer BCC 2028 Items to be considered in further Structural Appraisal should be based on the findings of the previous Structural Appraisal plus also all subsequent inspection and survey works.

Special Inspection

Engineer BCC

As required As advised by Engineer e.g. safety inspections.

Maintenance & Repair

On-site Staff Property Managers

Monthly

Keep drains unblocked and clear of debris likely to restrict flow.

Remove any loose concrete in and over public areas. Monitor or repair trip hazards.

Make good any minor damage and repair leaks to the drainage system.

SECTION 8

8-3

8.6 Maintenance Requirements The maintenance works recommended to be carried out over the next 5 year period (until the next condition survey), along with their priority and estimated cost, are summarised in Table 8.2. It should also be noted that additional maintenance actions may be required after this time, in particular additional concrete repairs. The high value repair and maintenance items are discussed in more detail below.

8.6.1 Reinforcement Corrosion Chloride induced corrosion is the main mechanism behind the corrosion and spalling noted on the deck tops and is consistent with de-icing salts being brought into the car park by vehicles, as well as possible historic operational use of de-icing salts in the winter. Damage is extensive, and has been visible for many years, necessitating various rounds of reactive repair. It is clear that corrosion of reinforcement is ongoing and new locations of concrete spalling/ delaminations will continue to occur and this will need to be addressed to maintain the structural integrity. In the higher levels, this could be achieved by a rolling programme of concrete repairs, carried out every 5-10 years depending on the severity/extent and location of damage. A coating system to the deck would also give some benefit in preventing further chloride ingress and reducing the rate of ongoing corrosion.

We are of the opinion that the existing deck surface damage and chloride contamination in Levels 1A, 2B and 2A is so extensive that some degree of propping will be required during any surface patch repairs. Furthermore, during those repairs, the lateral extent of deteriorated concrete and reinforcement is likely to require even larger and potentially full depth repairs. Such repairs are unlikely to be durable for 10-years unless significant additional corrosion protection is applied in the form of either embedded galvanic anodes or an impressed current cathodic protection system, in combination with a high quality surface wearing course. The complexity and cost of such repairs (and their interfaces) are such that full depth reconstruction of the slabs has been considered to provide a more reliable long-term durability solution (i.e. durable for 50-years). The cost is significant, but better value in the medium and long term.

Replacement of those levels, in part or in full, will also necessitate removal of the existing pedestrian and vehicle restraint systems, with largely new systems being installed to the new decks (i.e. the existing parapets would be removed and replaced with new, requiring some architectural input).

It is important to maintain the waterproofing above the retail/commercial units below Level 1B, where the existing mastic asphalt or bituminous layer needs repair. It is not clear how much deterioration may be found in the underlying concrete if this material is taken up; we have costed for full replacement of the coating only.

Further up the car park, the decks should respond satisfactorily to patch repairs with galvanic anodes; we have allowed for a high quality surface coating over decks up to Level 4A to provide reasonable confidence in long-term durability.

8.6.2 Edge protection The vehicle safety barriers do not comply with current regulations and standards and do not provide adequate protection from a vehicle impact. It is recommended that these barriers are replaced with a suitable system that meets current standards and regulation; this represents a significant cost.

8.6.3 South stairwell We have allowed for thorough overhaul of the existing glazing cladding system and concrete and brickwork repairs, but BCC may consider, in terms of forward maintenance and longevity, full replacement of the patent glazing system as an alternative to overhaul.

We would expect the cost of replacement to the patent glazing to be approximately £80,000.

SECTION 8 – LIFE-CARE RECOMMENDATIONS

8-4

8.6.4 Options for short medium and long term We have prepared a spreadsheet West End Cost Optioneering.xls which identifies the costs associated with maintenance and repair actions. The possible actions are considered in three different scenarios, based on the potential longevity and performance of West End, as follows:

Option A – undertaking works to address existing health and safety risks (e.g. barriers), durability risks (e.g. glazing, deck expansion joints) and executing a comprehensive insitu repair strategy for deteriorating reinforced concrete decks. The concrete repair strategy is likely to be the minimum required to extend functionality for 10-years. It does not fundamentally prevent further deterioration of the deck and future cyclic concrete repairs (at 3 to 6 year intervals, for example) could be reasonably expected. It should be noted that the extent of defects on Levels 1A, 2B and 2A will require an assessment to be undertaken to determine the method and size of repairs and it is anticipated that staged or staggered repairs and some temporary propping of badly affected decks could be necessary.

Option B – as for option A but with an enhanced repair strategy including a high performance deck coating to help minimise future deck deterioration, and alleviate the need for widespread concrete repairs in the next 5-10 years. Some localised concrete repairs (with reinstatement of coating) would still be anticipated. This option has the potential to extend the functionality of the decks beyond the 10-year horizon, but due to wear and tear on the new coating and it’s underlying repairs, and the known issues relating to high chloride contamination of the existing decks, it should be anticipated that a further cycle of repair and coating could be required after 10-15 years.

Option C - as for Option B but for Levels 1A, 2B and 2A extensive replacement of the existing deck is carried out, rather than repairs and coatings. This is because these decks are the most highly contaminated with chlorides and have an extensive number and extent of defects, resulting in a future life well beyond 20-years and with no or very low maintenance demand in the next 20-years for those replaced deck areas. Deck replacement (or sections thereof) represents major works which would require further detailed assessment and design. This might be difficult to achieve given the absence of as-built drawings for the structure.

The costs associated with Option C (£1,575,000) are presented in Table 8.2. Option A is £592,000 and Option B is £1,062,000.

8.6.5 Summary of Actions The following actions for Option C are compiled below in Table 8.2:

TABLE 8.2 Summary of Maintenance Actions



1 High

Investigations to determine the condition of the spalling concrete framework to the staircase. Access cost included.

£5,500

2 High Replacement of roof-level expansion joints £32,000

3 High Install additional handrailing to stairwells £5,000

4 High Thorough refurbishment of the Staircase patent glazing £18,000

5 High Thorough repair of the Staircase concrete element defects as seen £9,500

6 High Thorough refurbishment of the Staircase brickwork £6,500

7 High Application of anti-carbonation coating to the external concrete £6,000

8 High Cost of scaffolding access to Staircase externally (for above items) £7,500

SECTION 8 – LIFE-CARE RECOMMENDATIONS

8-5

TABLE 8.2 Summary of Maintenance Actions



9 High Replacement of below roof-level movement joints £9,000

10 High Replacement of roofing material to staircases and lift core roofs £5,000

11 High Concrete deck replacement Levels 1A, 2B and 2A, plus line marking £600,000

12 High Deck concrete repairs £33,932

13 High Soffit & upstand concrete repairs £32,993

14 High Lining £14,746

15 High Install new perimeter vehicle barriers (long elevations) £179,511

16 High Install new internal vehicle barriers £112,199

17 High Application of high quality deck coatings £498,078

Total £1,575,459

SECTION 8

Appendix A - Drawings

KEY

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LOCATION PLAN

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CH2M HILL, BURDEROP PARK, SWINDON, WILTS SN4 0QD

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CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 0 - 1B

STAIRCASE

DEFECTS LOCATION

FG 16/10/17

673846-WE- 103

NOT TO SCALE

EUROPCAR BELOW

LIFTS

BATH STORE

BELOW

LEVEL 0

LEVEL 1B

GATE

N

POWER ROOM

ST

AIR

S

ST

AIR

S

D1B01D1B02

S1B01

S1B02

S1B03

S1B04

S1B05

S1B06

S1B07

S1B08

S1B09

S1B10

S1B11

S1B12

S1B13

S1B14S1B15

S1B16

S1B17

S1B18

S1B19

S1B20

S1B21S1B22

S1B23

S1B24

S1B25

S1B26

S1B27

S1B28-9

S1B30-41

DAMAGE TO

DRAIN COVER

S002

S003

S004

S005

S006

S007

S008

S009

S010

S011

S012

S013

S014

S015

S016

S017-26

S027

S028

S029

S030

S031

S032

S033

S034

S035

S036

S037

S038

S039

S040

S041

DAMAGE TO

CRASH

BARRIER &

MISSING

REFLECTION

POST

WORN PATCHES

TO COATING

WORN PATCHES

TO COATING

D011

D008

D009

D010

LOOSE HANDRAIL

BUBBLING TO COATING

ALONG PERIMETER

LEVEL 0-1B FLOOR PLAN

NOT TO SCALE

S002 400 300 -

S003 500 200 -

S004 600 500 -

S005 500 200 -

S006 100 100 -

S007 300 200 -

S008 100 100 -

S009 100 100 -

S010 800 200 -

S011 300 200 -

S012 800 500 -

S013 800 500 -

S014 400 300 -

S015 100 100 100

S016 100 100 -

S017 300 100 100

S018 200 200 -

S019 300 100 -

S020 300 100 -

S021 300 100 -

S022 300 100 -

S023 300 100 -

S024 100 100 -

S025 100 100 -

S026 100 100 -

S027 700 100 -

S028 700 200 -

S029 200 200 -

S030 100 100 -

S031 100 200 -

S032 200 200 -

S033 100 100 -

S034 200 100 -

S035 100 100 -

S036 300 200 -

S037 200 200 -

S038 100 100 -

S039 100 100 -

S040 100 100 -

S041 100 100 -

S1B01 100 100

S1B02 300 300

S1B03 300 300

S1B04 200 200

S1B05 200 200

S1B06 100 200

S1B07 200 200

S1B08 100 100

S1B09 200 200

S1B10 100 100

S1B11 500 300

S1B12 500 300

S1B13 300 300

S1B14 200 200

S1B15 100 100

S1B16 200 200

S1B17 100 100

S1B18 100 100

S1B19 700 100

S1B20 100 100

S1B21 200 500

S1B22 200 200

S1B23 400 400

S1B24 200 100

S1B25 400 300

S1B26 200 200

S1B27 400 300

S1B28 100 100

S1B29 500 200

S1B30 200 200

S1B31 200 200

S1B32 100 100

S1B33 1000 500

S1B34 1000 500

S1B35 1000 500

S1B36 100 100

S1B37 300 200


- DECK- LEVEL 1B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1B01 600 400

D1B02 500 300

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 0 - 1B

DEFECTS LOCATION

FG 16/10/17

673846-WE- 104

NOT TO SCALE


SOFFIT- LEVEL 0

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

HEIGHT

(mm)


SOFFIT- LEVEL 0

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

HEIGHT

(mm)


- SOFFIT- LEVEL 1B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)


- SOFFIT- LEVEL 1B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)


- DECK- LEVEL 0

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D008 200 250

D009 200 200

D010 200 150

D011 500 250

ACCESS

BRIDGE TO

CAR PARK

LEVEL 2

N

LIFTS

STAIRS

POOR PAINT

STAIRS

DSW201

LEVEL 1A-2B FLOOR PLAN

NOT TO SCALE

DETAIL 1

DETAIL 2

DETAIL 1

NOT TO SCALE

DETAIL 2

NOT TO SCALE


- DECK- STAIR WELLS

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

DSW201 200 100

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

win

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CIT

L

LCI

OTI S

WEST END CAR PARK

LEVEL 1A - 2B

STAIRCASE

DEFECTS LOCATION

FG 16/10/17

673846-WE- 105

NOT TO SCALE

LIFTS

LEVEL 1A

LEVEL 2B

ACCESS

BRIDGE TO

CAR PARK

LEVEL 2

D D D D D D

ST

AIR

S

ST

AIR

S

D1A01

D1A02

D1A03

D1A03-7

D1A08

D1A09-10

D1A11-12

D1A13

D1A14

D1A15

D1A16

D1A17

D1A18

D1A19

D1A20D1A21

D1A22

D1A23

D1A24

D1A25

D1A26

D1A27-32

D1A33

D1A34

D1A35

D1A36

D1A37

D1A38

D1A39

D1A40

D1A41

D1A42

D1A43

D1A44

D1A45-9

D1A50

D1A51

D1A52

D1A53

D1A54

D1A55

D1A56D1A57

D1A58

D1A59

D1A60

D1A61

D1A62

D1A63

D1A64

D1A65

D1A66

D1A67

D1A68-75

D1A76-81

D1A82

D1A83

D1A84-9

D1A90

D1A91-100

D1A101-111

D1A112-129

D1A130-142

D1A143-48

D1A149-166

D1A167-174

D1A175

D1A176

D1A177

D1A178

D1A179

D1A181

D1A180

D1A182

D2B01

D2B02

D2B03

D2B04

D2B05

D2B06

D2B07

D2B08

D2B09

D2B10

D2B11

D2B12-14D2B15

D2B16

D2B17

D2B18

D2B19

D2B20

D2B22

D2B21

D2B23

D2B24

D2B25

D2B26-34

D2B35

D2B36

D2B37

D2B38

D2B39

D2B40

D2B41

D2B42

D2B43

D2B44

D2B45

D2B46

D2B47

D2B48

D2B49

D2B50

D2B51

D2B52

D2B53

D2B54

D2B55

D2B56

D2B57

D2B58

D2B59

D2B60

D2B61-64

D2B65

D2B67

D2B68

D2B69-72

D2B73

D2B74

D2B75

D2B76

D2B77

D2B78

D2B79

D2B80

D2B81

D2B82

D2B83

D2B84

D2B85-87

D2B88

D2B89

D2B90

D2B91

D2B92

D2B93

D2B94

D2B95

D2B99

D2B100

D2B101

D2B102

D2B103

D2B104

D2B106

D2B105

D2B107-8

D2B109

D2B110

D2B111

D2B112

D2B113-4

D2B115

D2B116

D2B117

D2B118

D2B119-121

D2B122

D2B123

D2B124

D2B125

D2B126

D2B127

D2B128

D2B129

D2B130

D2B131

D2B132

D2B133

D2B134

D2B135

D2B136

D2B137

D2B138

D1A183-185

D1A186

D1A187

D1A189 D1A188

D1A190

D1A191

D1A192-194

D1A195

D1A196

D1A197

D1A198

D1A199

D1A200


NOT TO SCALE


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A154 100 100

D1A155 100 100

D1A156 500 300

D1A157 500 300

D1A158 700 300

D1A159 400 200

D1A160 700 300

D1A161 300 300

D1A162 1300 1600

D1A163 200 200

D1A164 500 300

D1A165 600 400

D1A166 900 400

D1A167 500 1500

D1A168 400 600

D1A169 300 200

D1A170 100 100


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A137 100 200

D1A138 900 300

D1A139 700 700

D1A140 900 400

D1A141 900 500

D1A142 400 150

D1A143 900 300

D1A144 600 300

D1A145 200 400

D1A146 400 400

D1A147 400 400

D1A148 600 300

D1A149 300 200

D1A150 200 100

D1A151 500 500

D1A152 300 200

D1A153 400 300


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A118 300 200

D1A119 800 300

D1A120 300 200

D1A121 400 300

D1A124 500 100

D1A125 200 300

D1A126 400 300

D1A127 800 1000

D1A128 300 300

D1A129 200 200

D1A130 200 200

D1A131 300 200

D1A132 400 500

D1A133 400 200

D1A134 300 200

D1A135 400 200

D1A136 200 200


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A101 1600 400

D1A102 1300 900

D1A103 800 600

D1A104 700 200

D1A105 150 100

D1A106 600 350

D1A107 800 350

D1A108 500 600

D1A109 700 100

D1A110 300 200

D1A111 600 500

D1A112 700 500

D1A113 800 300

D1A114 900 600

D1A115 200 200

D1A116 300 200

D1A117 800 200


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A84 600 400

D1A85 300 200

D1A86 700 800

D1A87 2000 1200

D1A88 800 900

D1A89 600 250

D1A90 600 200

D1A91 500 200

D1A92 500 200

D1A93 550 300

D1A94 350 500

D1A95 500 450

D1A96 250 200

D1A97 1100 450

D1A98 800 300

D1A99 1000 650

D1A100 1000 450


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A67 450 400

D1A68 900 400

D1A69 1000 500

D1A70 1700 600

D1A71 700 600

D1A72 700 500

D1A73 900 700

D1A74 1000 800

D1A75 2600 600

D1A76 1100 650

D1A77 900 500

D1A78 300 400

D1A79 1400 700

D1A80 2400 1700

D1A81 250 200

D1A82 600 200

D1A83 500 200


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A52 1600 500

D1A53 800 500

D1A54-A 1800 600

D1A154-B 1600 900

D1A154-C 1400 200

D1A55 400 200

D1A56 100 100

D1A57 800 800

D1A58 600 200

D1A59 400 350

D1A60 350 300

D1A61 400 300

D1A62 500 400

D1A63 650 150

D1A64 500 200

D1A65 500 500

D1A66 300 250


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A35 750 600

D1A36 1000 650

D1A37 1000 800

D1A38 300 200

D1A39 500 200

D1A40 300 150

D1A41 450 400

D1A42 500 350

D1A43 700 150

D1A44 200 300

D1A45 900 600

D1A46 150 200

D1A47 250 200

D1A48 700 350

D1A49 500 400

D1A50 400 500

D1A51 1200 1300


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A18 750 1150

D1A19 200 250

D1A20 900 350

D1A21 400 500

D1A22 600 1000

D1A23 100 100

D1A24 500 400

D1A25 2500 150

D1A26 650 250

D1A27 900 300

D1A28 500 500

D1A29 650 200

D1A30 500 200

D1A31 500 300

D1A32 400 200

D1A33 500 250

D1A34 500 300


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A01 500 1200

D1A02 650 650

D1A03 500 400

D1A04 300 250

D1A05 400 300

D1A06 1000 500

D1A07 400 300

D1A08 300 200

D1A09 600 900

D1A10 250 200

D1A11 200 200

D1A12 350 300

D1A13 200 150

D1A14 250 400

D1A15 200 150

D1A16 1200 500

D1A17 900 700


- DECK- LEVEL 2B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D2B01 600 700

D2B02 2100 800

D2B03 700 600

D2B04 900 700

D2B05 300 1300

D2B06 600 300

D2B07 500 300

D2B08 800 200

D2B09 800 500

D2B10 1200 900

D2B11 800 600

D2B12 1200 300

D2B13 500 300

D2B14 300 200

D2B15 600 500

D2B16 600 600

D2B17 400 300

D2B18 400 300

D2B19 400 400

D2B20 1000 900

D2B21 700 500

D2B22 1100 1700

D2B23 1900 1200

D2B24 300 400

D2B25 900 150

D2B26 400 500

D2B27 100 200

D2B28 300 200

D2B29 800 400

D2B30 200 300


- DECK- LEVEL 2B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D2B31 800 600

D2B32 700 400

D2B33 300 100

D2B34 1000 300

D2B35 300 400

D2B36 500 600

D2B37 500 100

D2B38 700 700

D2B39 600 400

D2B40 500 400

D2B41 400 500

D2B42 400 500

D2B43 300 200

D2B44 200 100

D2B45 800 300

D2B46 900 1000

D2B47 1100 900

D2B48 1600 400

D2B49 600 400

D2B50 500 800

D2B51 1100 400

D2B52 600 400

D2B53 700 200

D2B54 600 300

D2B55 700 300

D2B56 400 400

D2B57 300 300

D2B58 300 300

D2B59 400 300

D2B60 2900 1000


- DECK- LEVEL 2B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D2B61 800 800

D2B62 600 600

D2B63 700 500

D2B64 1500 1000

D2B65 600 500

D2B66 200 100

D2B67 2500 800

D2B68 500 600

D2B69 200 100

D2B70 200 100

D2B71 300 200

D2B72 300 200

D2B73 700 700

D2B74 300 200

D2B75 300 200

D2B76 300 300

D2B77 1100 400

D2B78 300 200

D2B79 800 300

D2B80 800 300

D2B81 800 400

D2B82 600 300

D2B83 700 200

D2B84 200 100

D2B85 1100 600

D2B86 600 500

D2B87 300 400

D2B88 1300 1200

D2B89 100 400

D2B90 300 300


- DECK- LEVEL 2B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D2B91 600 200

D2B92 900 900

D2B93 200 200

D2B94 400 500

D2B95 600 200

D2B96 400 800

D2B97 600 300

D2B98 2600 300

D2B99 900 500

D2B100 300 400

D2B101 400 400

D2B102 200 200

D2B103 500 400

D2B104 300 400

D2B105 2600 500

D2B106 700 500

D2B107 700 200

D2B108 800 400

D2B109 900 900

D2B110 2400 1000

D2B111 200 200

D2B112 500 300

D2B113 2200 1800

D2B114 400 500

D2B115 900 1000

D2B116 900 800

D2B117 1400 500

D2B118 1000 500

D2B119 200 200

D2B120 300 300


- DECK- LEVEL 2B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D2B121 200 400

D2B122 900 200

D2B123 1200 500

D2B124 200 300

D2B125 1300 600

D2B126 300 300

D2B127 300 400

D2B128 4500 1200

D2B129 300 300

D2B130 500 400

D2B131 1000 800

D2B132 100 100

D2B133 200 100

D2B134 800 500

D2B135 1400 400

D2B136 1100 800

D2B137 300 600

D2B138 3300 400

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

win

g file

p

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A171 1000 400

D1A172 600 900

D1A173 700 300

D1A174 600 300

D1A175 500 200

D1A176 600 200

D1A177 400 300

D1A178 600 900

D1A179 200 200

D1A180 700 200

D1A181 600 200

D1A182 400 200

D1A183 400 600

D1A184 2500 900

D1A185 800 900

D1A186 500 300

D1A187 300 200


- DECK- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D1A188 1100 800

D1A189 1200 300

D1A190 600 700

D1A191 600 300

D1A192 1700 700

D1A193 2200 1600

D1A194 900 500

D1A195 500 500

D1A196 600 900

D1A197 400 200

D1A198 200 300

D1A199 400 300

D1A200 200 200

WEST END CAR PARK

LEVEL 1A - 2B

DECK DEFECTS LOCATION

FG 16/10/17

673846-WE- 106

NOT TO SCALE

LIFTS

LEVEL 1A

LEVEL 2B

ACCESS

BRIDGE TO

CAR PARK

LEVEL 2

N

D D D D D D

ST

AIR

S

ST

AIR

S

S1A01

S1A02

S1A03

S1A04

S1A05-12

S1A13

S1A14

S1A15

S1A16

S1A17

S1A18

S1A19

S1A20

S1A21

S1A22

S1A23

S2B01

S2B02S2B03

S2B04S2B05

S2B06

S2B07

S2B08-17

S2B18

S2B19

S2B20

S2B21

S2B22

U2B01

U1A01


NOT TO SCALE


- SOFFIT- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S1A01 400 200

S1A02 600 300

S1A03 500 200

S1A04 500 200

S1A05 100 200

S1A06 100 200

S1A07 100 300

S1A08 200 100

S1A09 100 100

S1A10 200 200

S1A11 200 400

S1A12 700 200

S1A13 1200 200

S1A14 200 200

S1A15 300 300

S1A16 500 300

S1A17 200 200

S1A18 300 200

S1A19 200 100

S1A20 300 200

S1A21 100 100

S1A22 200 200

S1A23 200 200


SOFFIT- LEVEL 2B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

HEIGHT

(mm)

S2B01 100 200 100

S2B02 300 200 -

S2B03 300 200 -

S2B04 300 300 -

S2B05 300 400 -

S2B06 200 200 -

S2B07 200 200 -

S2B08 200 200 -

S2B09 300 200 -

S2B10 200 200 -

S2B11 300 200 -

S2B12 200 200 -

S2B13 200 200 -

S2B14 300 300 -

S2B15 100 100 -

S2B16 100 100 -

S2B17 100 100 -

S2B18 200 200 -

S2B19 300 200 -

S2B20 1500 300 -

S2B21 800 400 -

S2B22 2000 300 -


UPSTAND- LEVEL 1A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

HEIGHT

(mm)

U1A01 100 100 100

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CIT

L

LCI

OTI S

WEST END CAR PARK

LEVEL 1A - 2B

SOFIT AND UPSTAND

DEFECTS LOCATION

FG 16/10/17

673846-WE- 107

NOT TO SCALE

N

LIFTS

STAIRS

POOR PAINT

STAIRS

DSW301

DSW304

DSW302

DSW303


NOT TO SCALE

DETAIL 1

NOT TO SCALE

DETAIL 2

NOT TO SCALE

DETAIL 1

DETAIL 2


- DECK- STAIR WELLS

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

DSW301 200 200

DSW302 200 200

DSW303 200 200

DSW304 200 200

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

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g file

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CIT

L

LCI

OTI S

WEST END CAR PARK

LEVEL 2A - 3B

STAIRCASE

DEFECTS LOCATION

FG 16/10/17

673846-WE- 108

NOT TO SCALE

LIFTS

LEVEL 2A

LEVEL 3B

N

D D D D D D

ST

AIR

S

ST

AIR

S

D2A01

D2A02

D2A03

D2A04

D2A05

D2A06

D2A07

D2A08

D2A09

D2A10

D2A11

D2A12

D2A13

D2A14

D2A15

D2A16

D2A17

D2A18

D2A19

D2A20

D2A21

D2A22

D2A23

D2A24

D2A25

D2A26

D2A26

D2A28

D2A29

D2A30

D2A31

D2A32

D2A33

D2A34

D2A35

D2A36D2A37

D2A38

D2A39

D2A40

D2A41

D2A42D2A43

D2A44

D2A45

D2A47

D2A46

D2A48D2A49

D2A50

D2A51

D2A52

D2A53

D2A54

D2A55

D2A56

D2A57

D2A58

D2A59D2A60

D2A61

D2A62

D2A63

D2A64

D2A65

D2A66

D2A67

D2A68

D2A69

D2A70

D2A71

D2A71

D2A72

D2A73

D2A74

D2A75

D2A76

D2A77

D2A78

D2A79

D2A80

D2A81

D2A82

D2A83

D2A84

D2A85

D2A86

D2A87

D2A88

D2A89

D2A90

D2A91

D2A92

D2A93

D2A94

D2A95

D3B01

D3B02

D3B03

D3B04

D3B05

D3B06

D3B07

D3B08

D3B09

D3B10

D3B11

D3B12

D3B13

D3B14

D3B15

D3B16

D3B19

D3B18

D3B17

D3B20

D3B21

D3B22-29

D3B30

D3B31

D3B32

D3B33

D3B34

D3B35

D3B36

D3B37

D3B38

D3B39

D3B40-46

D3B49-52

D3B47

D3B48

D3B53

D3B54

D3B55

D3B56


NOT TO SCALE


- DECK- LEVEL 2A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D2A01 1200 500

D2A02 200 300

D2A03 500 400

D2A04 600 300

D2A05 300 300

D2A06 400 300

D2A07 100 100

D2A08 700 400

D2A09 600 500

D2A10 900 900

D2A11 600 500

D2A12 500 500

D2A13 700 400

D2A14 900 500

D2A15 900 700

D2A16 500 500

D2A17 500 400

D2A18 500 600

D2A19 300 400

D2A20 800 600

D2A21 400 400

D2A22 300 300

D2A23 900 600

D2A24 900 600

D2A25 300 300


- DECK- LEVEL 2A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D2A51 500 400

D2A52 500 500

D2A53 400 400

D2A54 300 300

D2A55 900 300

D2A56 400 800

D2A57 900 500

D2A58 1200 900

D2A59 1000 400

D2A60 1000 1000

D2A61 400 400

D2A62 800 700

D2A63 100 200

D2A64 300 200

D2A65 200 200

D2A66 300 100

D2A67 300 200

D2A68 300 200

D2A69 100 100

D2A70 300 300

D2A71 700 500

D2A72 500 100

D2A73 700 600

D2A74 200 200

D2A75 1200 600


- DECK- LEVEL 2A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D2A76 250 250

D2A77 1500 800

D2A78 200 200

D2A79 900 700

D2A80 500 300

D2A81 400 200

D2A82 1000 900

D2A83 300 300

D2A84 200 200

D2A85 500 300

D2A86 400 400

D2A87 200 200

D2A88 400 300

D2A89 400 300

D2A90 500 600

D2A91 700 500

D2A92 1300 300

D2A93 800 400

D2A94 800 600

D2A95 500 400


- DECK- LEVEL 3B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D3B22 700 600

D3B23 1200 600

D3B24 400 300

D3B25 1000 200

D3B26 1200 300

D3B27 900 300

D3B28 400 800

D3B29 500 300

D3B30 400 500

D3B31 900 200

D3B32 200 200

D3B33 200 100

D3B34 400 200

D3B35 100 100

D3B36 500 300

D3B37 200 200

D3B38 700 500

D3B39 300 200

D3B40 500 300

D3B41 3500 600

D3B42 3000 300


- DECK- LEVEL 3B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D3B43 400 300

D3B44 200 200

D3B45 300 200

D3B46 400 200

D3B47 200 200

D3B48 100 200

D3B49 400 400

D3B50 200 300

D3B51 300 300

D3B52 200 100

D3B53 200 300

D3B54 200 300

D3B55 200 200

D3B56 300 200

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 2A - 3B


FG 16/10/17

673846-WE- 109

NOT TO SCALE


- DECK- LEVEL 2A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D2A26 500 500

D2A27 1400 300

D2A28 400 400

D2A29 100 200

D2A30 400 300

D2A31 400 400

D2A32 300 300

D2A33 800 500

D2A34 600 600

D2A35 2900 1000

D2A36 700 900

D2A37 1000 900

D2A38 300 200

D2A39 700 700

D2A40 400 400

D2A41 900 800

D2A42 900 500

D2A43 1200 900

D2A44 1200 800

D2A45 1300 1000

D2A46 600 400

D2A47 600 200

D2A48 1500 900

D2A49 600 400

D2A50 900 400


- DECK- LEVEL 3B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D3B01 100 200

D3B02 900 500

D3B03 800 300

D3B04 1200 600

D3B05 700 300

D3B06 150 1200

D3B07 200 400

D3B08 400 300

D3B09 200 300

D3B10 300 200

D3B11 600 500

D3B12 600 400

D3B13 300 500

D3B14 200 200

D3B15 400 250

D3B16 200 200

D3B17 500 600

D3B18 600 600

D3B19 900 500

D3B20 300 200

D3B21 200 200

LIFTS

LEVEL 2A

LEVEL 3B

N

D D D D D D

ST

AIR

S

ST

AIR

S

S2A01

U2A01

S2A02S2A03

S2A04

S2A05

S2A06

S3B01

S3B02

S3B03

S3B04

S3B05

S3B06

S3B07

S3B08

S3B09

S3B10

S3B11

S3B12

S3B13

S3B14 S3B15S3B16

S3B17

S3B18

S3B19

S3B20

S3B21

S3B22

U2A02

U2A04-5

U2A06-10

U2A11-19

NAILS IN

DECK

JOINT MISSING

FILLER

LOOSE HANDRAIL

JOINT MISSING

FILLER


NOT TO SCALE


- UPSTAND- LEVEL 2A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

U2A01 300 150

U2A02 200 100

U2A03 700 900

U2A04 800 300

U2A05 900 200

U2A06 700 300

U2A07 800 200

U2A08 300 200

U2A09 300 200

U2A10 200 100

U2A11 400 200

U2A12 900 200

U2A13 300 500

U2A14 100 100

U2A15 200 250

U2A16 200 200

U2A17 300 200

U2A18 300 200

U2A19 200 200


- SOFFIT- LEVEL 2A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S2A01 200 100

S2A02 100 100

S2A03 100 100

S2A04 100 100

S2A05 200 100

S2A06 100 100


SOFFIT- LEVEL 3B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

HEIGHT

(mm)

S3B01 100 100 -

S3B02 300 200 -

S3B03 400 300 -

S3B04 500 300 -

S3B05 800 300 -

S3B06 600 100 -

S3B07 100 300 100

S3B08 100 100 300

S3B09 2000 300 -

S3B10 200 100 -

S3B11 400 200 -

S3B12 100 100 -

S3B13 200 1300 -

S3B14 300 200 -

S3B15 100 100 -

S3B16 100 300 -

S3B17 100 100 100

S3B18 800 400 -

S3B19 300 500 -

S3B20 100 100 100

S3B21 100 100 -

S3B22 100 100 -

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

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g file

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 2A - 3B

SOFIT AND UPSTAND

DEFECTS LOCATION

FG 16/10/17

673846-WE- 110

NOT TO SCALE

N

LIFTS

STAIRS

SSW301

STAIRS


NOT TO SCALE

DETAIL 1

NOT TO SCALE

DETAIL 2

NOT TO SCALE

DETAIL 1

DETAIL 2


- SOFFIT- STAIR WELLS

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

SSW301 500 200

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

win

g file

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 3A - 4B

STAIRCASE

DEFECTS LOCATION

FG 16/10/17

673846-WE- 111

NOT TO SCALE

LIFTS

LEVEL 3A

LEVEL 4B

N

ST

AIR

S

ST

AIR

S

D3A01

D3A02

D3A03D3A04

D3A05

D3A06

D3A08

D3A07

D3A09-19

D3A20

D3A21

D3A24

D3A25

D3A22

D3A23

D3A26

D3A27

D3A28

D3A29

D3A30

D3A31

D3A32

D3A33

D3A34

D3A37

D3A36

D3A35

D3A38

D3A39

D3A43

D3A42

D3A41

D3A40

D3A44

D3A45

D3A46

D3A48

D3A47

D4B01

D4B02

D4B03

D4B04-16

D4B17

D4B18

D4B19

D4B20

D4B21

D4B22-34

D4B35

D4B36

D4B37

D4B38

D4B39

D4B42

D4B40-41

D4B43

LOOSE HANDRAIL


NOT TO SCALE


- DECK- LEVEL 4B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D4B01 700 500

D4B02 300 200

D4B03 600 500

D4B04 1200 200

D4B05 400 200

D4B06 200 300

D4B07 150 200

D4B08 400 300

D4B09 500 700

D4B10 500 600

D4B11 900 400

D4B12 500 400

D4B13 300 200

D4B14 200 100

D4B15 300 200

D4B16 500 200

D4B17 300 300

D4B18 200 300

D4B19 200 300

D4B20 800 450

D4B21 1000 800

D4B22 300 900

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S


- DECK- LEVEL 3A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D3A25 300 200

D3A26 2100 800

D3A27 500 600

D3A28 500 200

D3A29 200 500

D3A30 200 200

D3A31 200 200

D3A32 300 300

D3A33 350 150

D3A34 300 200

D3A35 900 300

D3A36 300 500

D3A37 600 500

D3A38 800 200

D3A39 500 800

D3A40 500 400

D3A41 500 300

D3A42 300 200

D3A43 500 500

D3A44 1100 900

D3A45 1100 400

D3A46 500 500

D3A47 700 400

D3A48 500 600


- DECK- LEVEL 4B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D4B23 1000 800

D4B24 300 400

D4B25 500 400

D4B26 300 400

D4B27 200 100

D4B28 400 300

D4B29 200 100

D4B30 900 400

D4B31 500 600

D4B32 1300 1000

D4B33 800 500

D4B34 800 300

D4B35 200 300

D4B36 400 300

D4B37 300 200

D4B38 300 300

D4B39 100 200

D4B40 700 800

D4B41 400 300

D4B42 200 500

D4B43 200 300

WEST END CAR PARK

LEVEL 3A - 4B


FG 16/10/17

673846-WE- 112

NOT TO SCALE


- DECK- LEVEL 3A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D3A01 200 100

D3A02 200 200

D3A03 700 200

D3A04 500 400

D3A05 400 400

D3A06 300 300

D3A07 200 300

D3A08 300 200

D3A09 200 200

D3A10 800 300

D3A11 800 600

D3A12 300 300

D3A13 400 600

D3A14 400 400

D3A15 300 400

D3A16 200 500

D3A17 400 400

D3A18 1000 300

D3A19 200 200

D3A20 400 400

D3A21 300 200

D3A22 400 200

D3A23 400 1600

D3A24 100 200

LIFTS

LEVEL 3A

LEVEL 4B

N

ST

AIR

S

ST

AIR

S

S3A01

S3A02

S3A03 S3A04 S3A05 S3A06 S3A07 S3A08 S3A09

S3A10

S3A11 S3A12

S3A13

S3A14

S3A15

S3A16 S3A17

S3A18

S3A19

S4B01

S4B01

S4B02

S4B03S4B04S4B05S4B06S4B07

S4B08

S4B09

S4B10

S4B11

S4B12

S4B13S4B14

S4B15

S4B16

S4B17 S4B18

S4B19

S4B20

S4B21

S4B22

FIBRE BOARD

IN POOR

CONDITION

FIBRE BOARD

IN POOR

CONDITION


NOT TO SCALE


- SOFFIT- LEVEL 4B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S4B01 300 100

S4B02 200 200

S4B03 200 100

S4B04 100 100

S4B05 200 100

S4B06 300 100

S4B07 300 200

S3A08 200 100

S4B09 100 100

S4B10 200 300

S4B11 400 400

S4B12 100 100

S4B13 200 200

S4B14 100 100

S4B15 200 100

S4B16 300 400

S4B17 700 300

S4B18 400 200

S4B19 400 200

S4B20 1500 200

S4B21 300 100

S4B22 100 100

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 3A - 4B

SOFIT AND UPSTAND

DEFECTS LOCATION

FG 16/10/17

673846-WE- 113

NOT TO SCALE


- SOFFIT- LEVEL 3A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S3A01 100 100

S3A02 500 300

S3A03 300 300

S3A04 200 100

S3A05 200 300

S3A06 200 100

S3A07 100 100

S3A08 100 100

S3A09 100 100

S3A10 300 100

S3A11 300 100

S3A12 100 100

S3A13 100 100

S3A14 100 200

S3A15 200 200

S3A16 300 100

S3A17 300 300

S3A18 100 200

S3A19 100 200

N

LIFTS

STAIRS

DOOR CLOSER

BROKEN

STAIRS

SSW501

DSW501


NOT TO SCALE

DETAIL 1

NOT TO SCALE

DETAIL 2

NOT TO SCALE

DETAIL 1

DETAIL 2

CONCRETE REPAIR SCHEDULE - DECK-

STAIR WELLS

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

HEIGHT

(mm)

DSW501 200 100 50



REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

SSW501 50 200

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

win

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 4A - 5B

STAIRCASE

DEFECTS LOCATION

FG 16/10/17

673846-WE- 114

NOT TO SCALE

LIFTS

LEVEL 4A

LEVEL 5B

N

STORAGE AREA

ST

AIR

S

ST

AIR

S

D4A01

D4A02

D4A03

D4A04

D4A05

D4A06

D4A07

D4A08

D4A10

D4A09

D4A08

D4A14

D4A13

D4A15

D4A16

D4A17

D4A18

D4A24

D4A25

D4A19

D4A20

D4A21

D4A26

D4A27

D4A28

D4A31

D4A30

D4A29

D4A32-35

D4A36

D4A37

D4A38

D4A39

D4A40

D4A41

D4A42

D4A43

D4A44

D4A45

D4A46-451

D4A52

D4A53

D4A54

D4A55-59

D4A61

D4A60

D4A62-68

D4A69

D4A70

D4A71

D5B01

D5B02

D5B03

D5B04

D5B05

D5B06

D5B07

D5B08

D5B09

D5B10

D5B11

D5B12

D5B13

D5B14

D5B15

D5B16

D5B17

D5B17

D5B18

D5B19

D5B20

D5B22-31

D5B32

D5B33

D5B35

D5B34

D5B37

D5B36

D5B39

D5B40

D5B42

D5B43

D5B41

D5B44

D5B45D5B46


NOT TO SCALE


- DECK- LEVEL 4A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D4A01 400 300

D4A02 200 100

D4A03 100 200

D4A04 400 2000

D4A05 700 900

D4A06 2800 600

D4A07 200 200

D4A08 200 100

D4A09 200 100

D4A10 200 100

D4A11 200 200

D4A12 200 200

D4A13 600 200

D4A14 200 200

D4A15 300 200

D4A16 200 100

D4A17 300 300

D4A18 1200 1400

D4A19 200 200

D4A20 900 700

D4A21 200 600

D4A22 200 100

D4A23 200 100

D4A24 200 200

D4A25 100 100


- DECK- LEVEL 5B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D5B01 3300 700

D5B02 600 400

D5B03 300 200

D5B04 200 200

D5B05 100 100

D5B06 200 300

D5B07 200 100

D5B08 200 200

D5B09 800 150

D5B10 200 200

D5B11 200 300

D5B12 100 200

D5B13 2800 100

D5B14 500 300

D5B15 600 300

D5B16 1300 600

D5B17 1700 1100

D5B18 500 300

D5B19 500 200

D5B20 200 200

D5B21 600 250

D5B22 500 200

D5B23 200 150


- DECK- LEVEL 4A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D4A51 600 600

D4A52 200 100

D4A53 200 100

D4A54 800 500

D4A55 300 300

D4A56 800 300

D4A57 400 300

D4A58 200 200

D4A59 300 200

D4A60 1200 300

D4A61 200 100

D4A62 1200 700

D4A63 500 800

D4A64 1400 300

D4A65 1000 300

D4A66 200 100

D4A67 1000 400

D4A68 300 200

D4A69 1000 200

D4A70 2400 800

D4A71 400 300

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

win

g file

p

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S


- DECK- LEVEL 5B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D5B24 200 100

D5B25 200 200

D5B26 200 200

D5B27 400 200

D5B28 200 200

D5B29 500 600

D5B30 300 200

D5B31 600 300

D5B32 150 150

D5B33 400 300

D5B34 800 500

D5B35 400 300

D5B36 700 700

D5B37 200 200

D5B38 200 200

D5B39 200 150

D5B40 800 600

D5B41 400 200

D5B42 900 400

D5B43 400 700

D5B44 1400 700

D5B45 500 200

D5B46 400 400

WEST END CAR PARK

LEVEL 4A - 5B


FG 16/10/17

673846-WE- 115

NOT TO SCALE


- DECK- LEVEL 4A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D4A26 500 300

D4A27 600 400

D4A28 400 200

D4A29 300 300

D4A30 1100 200

D4A31 1000 200

D4A32 300 200

D4A33 400 200

D4A34 300 200

D4A35 200 200

D4A36 200 300

D4A37 600 200

D4A38 200 100

D4A39 100 100

D4A40 400 200

D4A41 200 200

D4A42 400 200

D4A43 600 200

D4A44 200 100

D4A45 300 100

D4A46 100 200

D4A47 1100 800

D4A48 200 300

D4A49 500 500

D4A50 300 300

LIFTS

LEVEL 4A

LEVEL 5B

N

STORAGE AREA

ST

AIR

S

ST

AIR

S

S4A01

U4A01-3,5

U4A04

U4A06

U5B02

U5B01

U5B03

S4A02 S4A03 S4A04 S4A05 S4A06 S4A07 S4A08 S4A09

S4A10-13

S4A14-17

S4A18

S4A19 S4A20 S4A21

S4A22

S4A23

S4A24-27

S4A28

S4A29

S4A30

S4A31

S4A32

S4A33

S4A34

S4A35

S5B01

S5B02

S5B03

S5B04

S5B05

S5B06

S5B07

S5B08

S5B09

S5B10

S5B11

S5B12

S5B13

S5B14

S5B15S5B16S5B17

S5B18

S5B19

S5B20

S5B21

S5B22

S5B23

S5B24

S5B25

S5B26

S5B27

S5B28-32

S5B33-38

U5B04

U5B05

DRIPPING JOINT


NOT TO SCALE


- SOFFIT- LEVEL 4A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S4A01 100 100

S4A02 100 100

S4A03 300 100

S4A04 100 100

S4A05 100 100

S4A06 100 300

S4A07 100 300

S4A08 100 100

S4A09 200 100

S4A10 100 100

S4A11 100 100

S4A12 100 100

S4A13 100 100

S4A14 100 100

S4A15 100 100

S4A16 100 100

S4A17 100 100

S4A18 100 100

S4A19 100 200

S4A20 100 100

S4A21 100 200

S4A22 100 100

S4A23 100 100

S4A24 200 200

S4A25 100 100


SOFFIT- LEVEL 5B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

HEIGHT

(mm)

S5B20 200 200 -

S5B21 100 200 -

S5B22 100 100 -

S5B23 100 100 -

S5B24 100 100 -

S5B25 100 200 -

S5B26 100 100 -

S5B27 400 200 100

S5B28 400 300 -

S5B29 100 100 -

S5B30 200 100 -

S5B31 300 100 -

S5B32 100 100 -

S5B33 100 100 -

S5B34 100 100 -

S5B35 100 100 -

S5B36 100 100 -

S5B37 100 100 -

S5B38 100 100 -


- UPSTAND- LEVEL 4A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

U4A01 100 100

U4A02 100 100

U4A03 200 100

U4A04 300 200

U4A05 300 300

U4A06 200 200


- UPSTAND- LEVEL 5B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

U5B01 100 100

U5B02 100 100

U5B03 300 100

U5B04 50 50

U5B05 50 100

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

win

g file

p

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 4A - 5B

SOFIT AND UPSTAND

DEFECTS LOCATION

FG 16/10/17

673846-WE- 116

NOT TO SCALE


- SOFFIT- LEVEL 4A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S4A26 100 200

S4A27 300 200

S4A28 800 200

S4A29 200 100

S4A30 200 200

S4A31 300 200

S4A32 500 100

S4A33 100 100

S4A34 100 100

S4A35 600 200


SOFFIT- LEVEL 5B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

HEIGHT

(mm)

S5B01 100 100 -

S5B02 2000 100 -

S5B03 400 100 -

S5B04 100 100 -

S5B05 200 200 -

S5B06 500 1300 -

S5B07 200 200 -

S5B08 200 200 -

S5B09 100 100 -

S5B10 100 100 -

S5B11 200 200 -

S5B12 200 200 -

S5B13 1000 300 -

S5B14 100 200 -

S5B15 200 500 -

S5B16 200 200 -

S5B17 100 200 -

S5B18 100 100 -

S5B19 400 200 -

N

LIFTS

STAIRS

DSW604

SSW601

STAIRS

DSW601

DSW602

DSW603


NOT TO SCALE

DETAIL 1

NOT TO SCALE

DETAIL 1

DETAIL 2


- DECK- STAIR WELLS

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

DSW601 150 100

DSW602 100 100

DSW603 150 50

DSW604 100 150



REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

SSW601 200 200

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

win

g file

p

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 5A - 6B

STAIRCASE

DEFECTS LOCATION

FG 16/10/17

673846-WE- 117

NOT TO SCALE

DETAIL 2

NOT TO SCALE

LIFTS

LEVEL 5A

LEVEL 6B

N

STORAGE AREA

ST

AIR

S

ST

AIR

S

D5A01

D5A02

D5A03-06

D5A07

D5A08

D5A09

D5A10-14

D5A16

D5A15

D6B01

D6B02

D6B03

D6B04

D6B05

D6B06

D6B07

D6B08

D6B09

D6B10

D6B11-20

D6B21

LOOSE HANDRAIL


NOT TO SCALE


- DECK- LEVEL 5A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D5A01 300 300

D5A02 300 300

D5A03 100 100

D5A04 200 200

D5A05 100 100

D5A06 400 300

D5A07 600 800

D5A08 700 200

D5A09 100 100

D5A10 500 300

D5A11 200 200

D5A12 200 200

D5A13 200 200

D5A14 200 200

D5A15 150 150

D5A16 400 300

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 5A - 6B


FG 16/10/17

673846-WE- 118

NOT TO SCALE


- DECK- LEVEL 6B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

D6B01 150 100

D6B02 150 150

D6B03 400 200

D6B04 200 100

D6B05 150 500

D6B06 200 150

D6B07 200 200

D6B08 1900 900

D6B09 1500 400

D6B10 900 400

D6B11 900 500

D6B12 150 150

D6B13 100 100

D6B14 100 150

D6B15 200 150

D6B16 250 150

D6B17 300 250

D6B18 250 200

D6B19 300 200

D6B20 250 200

D6B21 250 300

LIFTS

LEVEL 5A

LEVEL 6B

N

STORAGE AREA

ST

AIR

S

ST

AIR

S

S5A01

S5A02

S5A03-06

S5A07

S5A08-26

S5A27-34

S5A35-41

S5A42-47

S5A48

S5A49

S5A50

S5A51

S5A52

S5A53

S5A54

S5A55

S5A56

S5A57

S5A58

S5A59

S5A60

S5A61

S5A62

S5A63

S5A64

S5A65 S5A66

S5A68

S5A67

S5A69

S5A70 S5A71

S5A72

S6B01

S6B02-06

S6B07

S6B08

S6B09

S6B10

S6B11

S6B12

S6B13

S6B14

S6B15

S6B16

S6B17

S6B18

S6B19

S6B20-32

S6B33

S6B34 S6B35

S6B36

S6B37 S6B38

S6B39

S6B40

S6B41-43

S6B44

S6B44-48

S6B49

S6B50S6B51

U6B01

B5A01

B5A02

U5A01

U5A02

B5A03

JOINT MISSING

FILLER

LOOSE HANDRAIL

LEAKING JOINT

B5A04


NOT TO SCALE


- SOFFIT- LEVEL 5A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S5A25 100 100

S5A26 300 100

S5A27 400 500

S5A28 400 100

S5A29 400 100

S5A30 100 100

S5A31 500 100

S5A32 100 100

S5A33 100 100

S5A34 100 100

S5A35 50 50

S5A36 50 50

S5A37 50 50

S5A38 50 50

S5A39 50 50

S5A40 50 50

S5A41 50 50

S5A42 100 200

S5A43 100 200

S5A44 100 200

S5A45 100 100

S5A46 100 100

S5A47 100 100

S5A48 100 100


- SOFFIT- LEVEL 5A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S5A49 500 100

S5A50 100 100

S5A51 200 100

S5A52 500 200

S5A53 200 100

S5A54 100 100

S5A55 200 200

S5A56 700 100

S5A57 300 300

S5A58 400 300

S5A59 500 300

S5A60 100 100

S5A61 50 50

S5A63 200 100

S5A64 50 50

S5A65 50 50

S5A66 100 100

S5A67 50 50

S5A68 50 50

S5A69 200 100

S5A70 50 500

S5A71 50 500

S5A72 100 100


- SOFFIT- LEVEL 6B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S6B27 500 100

S6B28 500 100

S6B29 500 100

S6B30 300 100

S6B31 300 100

S6B32 300 100

S6B33 100 100

S6B34 300 100

S6B35 100 100

S6B36 100 100

S6B37 100 100

S6B38 100 100

S6B39 700 100

S6B40 500 100

S6B41 500 100

S6B42 200 100

S6B43 800 100

S6B44 400 100

S6B45 300 100

S6B46 400 100

S6B47 200 100

S6B48 200 100

S6B49 100 100

S6B50 800 200

S6B51 200 100


- BEAM- LEVEL 5A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

B5A01 200 200

B5A02 200 200

B5A03 1800 250

B5A04 300 200


- UPSTAND- LEVEL 5A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

U5A01 200 200

U5A02 200 200


- UPSTAND- LEVEL 6B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

U6B01 200 100

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 5A - 6B

SOFIT AND UPSTAND

DEFECTS LOCATION

FG 16/10/17

673846-WE- 119

NOT TO SCALE


- SOFFIT- LEVEL 6B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S6B01 1500 100

S6B02 300 300

S6B03 400 300

S6B04 100 500

S6B05 200 200

S6B06 100 200

S6B07 100 100

S6B08 100 100

S6B09 100 100

S6B10 300 100

S6B11 200 200

S6B12 200 100

S6B13 400 200

S6B14 500 100

S6B15 600 100

S6B16 300 100

S6B17 200 100

S6B18 500 100

S6B19 400 100

S6B20 500 100

S6B21 100 100

S6B22 200 100

S6B23 400 100

S6B24 500 100

S6B25 500 100

S6B26 500 100


- SOFFIT- LEVEL 5A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S5A01 200 100

S5A02 300 100

S5A03 100 100

S5A04 300 200

S5A05 300 100

S5A06 300 100

S5A07 100 100

S5A08 50 50

S5A09 50 50

S5A10 50 50

S5A11 100 200

S5A12 100 50

S5A13 100 100

S5A14 100 100

S5A15 100 100

S5A16 200 100

S5A17 50 50

S5A18 100 100

S5A19 100 100

S5A20 100 100

S5A21 200 100

S5A22 100 100

S5A23 100 100

S5A24 100 100

N

LIFTS

STAIRS

SSW701 SSW702

WSW601

FIRE DAMAGE

TO SIGN

LEAK FROM ROOF

LEAK FROM ROOF

STAIRS

UPPER LEVEL

LOWER LEVEL TRAP DOOR

SLR01

SLR02

SLR04

SLR03

WINDOW VENT

BROKEN

TRAP DOOR TEST DATE

8/8/12 - TEST GOOD FOR

12 MONTHS


NOT TO SCALE

DETAIL 1

NOT TO SCALE

DETAIL 2

NOT TO SCALE

DETAIL 1

DETAIL 2



REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

SSW701 800 300

SSW702 400 300


- WALL- STAIR WELLS

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

WSW601 400 400

LIFT ROOM FLOOR PLAN

NOT TO SCALE


- SOFFIT- LIFT ROOM

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

SLR01 500 400

SLR02 1000 500

SLR03 400 200

SLR04 700 700

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CIT

L

LCI

OTI S

WEST END CAR PARK

LEVEL 6A - 7B

STAIRCASE AND LIFT ROOM

DEFECTS LOCATION

FG 16/10/17

673846-WE- 120

NOT TO SCALE

LIFTS

LEVEL 6A

LEVEL 7B

N

ST

AIR

S

ST

AIR

S

U7B01-03

S6A01 S6A02

S6A04S6A03

U7B04

PO

ND

IN

G

VEGETATION GROWTH

AROUND PERIMETER

MOSS IN JOINT

DRAIN BLOCKED

BY VEGETATION

MOSS IN JOINT

FADED BAY

MARKINGS IN

ALL SPACES

PO

ND

IN

G

PO

ND

IN

G

PO

ND

IN

G

PONDING

PONDING

PO

ND

IN

G


NOT TO SCALE


- SOFFIT- LEVEL 6A

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

S6A01 100 100

S6A02 100 100

S6A03 100 100

S6A04 100 100


- UPSTAND- LEVEL 7B

REPAIR

REFERENCE

LENGTH

(mm)

WIDTH

(mm)

U7B01 50 50

U7B02 50 50

U7B03 50 50

U7B04 50 50

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK

LEVEL 6A - 7B

DEFECTS LOCATION

FG 16/10/17

673846-WE- 121

NOT TO SCALE

NWE001

NWE002

NWE003

NWE004

NWE005

NWE006

NWE007-8

NWE009

NWE010

NWE011

NWE012

LEVEL 6

LEVEL 7

LEVEL 5

LEVEL 4

LEVEL 3

LEVEL 2

N



REPAIR REFERENCE

LENGTH

(mm)

WIDTH

(mm)

NWE001 300 100

NWE002 200 100

NWE003 100 100

NWE004 100 100

NWE005 100 100

NWE006 100 100

NWE007 100 100

NWE008 100 100

NWE009 100 100

NWE010 100 100

NWE011 100 100

NWE012 100 100

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S


NOT TO SCALE

WEST END CAR PARK


DEFECTS LOCATION

SP 07/03/18

673846-WE- 122

NOT TO SCALE

WEST END

CAR PARK

LEVEL 6

LEVEL 7

LEVEL 5

LEVEL 4

LEVEL 3

LEVEL 2

LEVEL 1

GROUND LEVEL

NEE003

NEE001

NEE002

NEE004

NEE005

NEE006

LEVEL 6

LEVEL 7

LEVEL 5

LEVEL 4

LEVEL 3

LEVEL 2

LEVEL 1

GROUND LEVEL

N

WEST END

CAR PARK



REPAIR REFERENCE

LENGTH

(mm)

WIDTH

(mm)

NEE001 100 100

NEE002 100 100

NEE003 200 200

NEE004 100 100

NEE005 100 100

NEE006 100 100

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

Date:

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S

WEST END CAR PARK


DEFECTS LOCATION

SP 07/03/18

673846-WE- 123

NOT TO SCALE

NOT TO SCALE


NOT TO SCALE


IN PEUROPCAR BATH STOREPEDESTRIAN

ENTRANCE

SEE001

LEVEL 6

LEVEL 7

LEVEL 5

LEVEL 4

LEVEL 3

LEVEL 2

LEVEL 1

GROUND LEVEL

SEE002

SEE003

SEE004

SEE005

SEE006

SEE007

SEE008

SEE009

SEE010

SEE012

SEE011

SEE013

SEE015

SEE014

SEE016

SEE017

SEE018

SEE019

SEE020

SEE021

SEE022

SEE023

SEE024

SEE025

SEE026

SEE027

SEE028

SEE029

SEE030

SEE031

SEE032

SEE033

SEE034

N

WEST END

CAR PARK

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

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Checked by:

Drawing

Revision

Date:

Date:

Date:

Dra

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CI T

L

LCI

OTI S



REPAIR REFERENCE

LENGTH

(mm)

WIDTH

(mm)

SEE001 100 100

SEE002 100 100

SEE003 100 100

SEE004 100 100

SEE005 100 100

SEE006 100 100

SEE007 100 100

SEE008 100 100

SEE009 100 100

SEE010 100 100

SEE011 100 100

SEE012 100 100

SEE013 300 100

SEE014 100 100

SEE015 100 100

SEE016 300 100

SEE017 200 100

SEE018 300 300

SEE019 100 100

SEE020 100 100

SEE021 100 100

SEE022 100 100

SEE023 100 200

SEE024 100 100

SEE025 100 100

SEE026 100 200

SEE027 100 100

SEE028 100 100

SEE029 100 100

SEE030 100 100

SEE031 100 100

SEE032 100 100

SEE033 100 100

SEE034 100 100

WEST END CAR PARK


DEFECTS LOCATION

SP 07/03/18

673846-WE- 124

NOT TO SCALE


NOT TO SCALE

EUROPCAR BELOW

LIFTS

BATH STORE

BELOW

LEVEL 0

LEVEL 1B

GATE

MH4 - NOT

BLOCKED

MH5 - KEYS

DON'T FIT

IN HOLES SO

COULD NOT

INSPECT

MH3 - NOT

BLOCKED

MH9-NOT ABLE

TO INSPECT

MH10- NOT ABLE TO

OPEN COVER

MH7- BURIED CHAMBER

COVER 1 WILL NOT OPEN,

COVER 2 RUSTED SHUT

MH2- NOT ABLE TO

OPEN COVER

MH2- NOT ABLE

TO INSPECT

VALVE

VALVE

EUROPCAR BELOW

LIFTS

BATH STORE

BELOW

LEVEL 0

LEVEL 1B

GATE

N

POWER ROOM

ST

AIR

S

ST

AIR

S

DRAINAGE PLAN

NOT TO SCALE

App

Project

Client


CAR PARK

CONDITION SURVEY

Drawing Scale:

Drawing No.

Drawn by:

Approved by:

Checked by:

Drawing

Revision

Date:

Date:

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TEL: +44 (0)1793 812479

Status

Y NC U0

R

B

CIT

L

LCI

OTI S

WEST END CAR PARK

LEVEL 0 - 1B

DRAINAGE INSPECTION

FG 16/10/17

673846-WE- 125

NOT TO SCALE

Appendix B – Test certificates

CERTIFICATE of ANALYSIS A7125

Chloride content of concrete samples

Date received : 22 November 2017 Mass received : 3 to 12 g Type of sample : concrete dust Date of analysis : 24 and 27 November 2017 Method of testing : B.S.1881:Part 124:2015.

Sample ref. Client's ref. Chloride content

mm % by mass of

sample cement

16900 TA1 5-20 0.10 0.68

16901 20-35 0.11 0.78

16902 35-50 0.05 0.33

16903 TA2 5-20 0.08 0.56

16904 20-35 0.10 0.75

16905 35-50 0.08 0.55

16906 TA3 5-20 0.06 0.42

16907 20-35 0.08 0.56

16908 35-50 0.05 0.35

16909 TA4 5-20 0.08 0.59

16910 20-35 0.16 1.14

16911 35-50 0.13 0.89

16912 TA5 5-20 0.06 0.45

16913 20-35 0.17 1.24

16914 35-50 0.11 0.78

16915 TA6 5-20 0.08 0.60

16916 20-35 0.13 0.92

16917 35-50 0.08 0.54

16918 TA7 5-20 0.05 0.39

16919 20-35 0.06 0.42

16920 35-50 0.04 0.30

27 November 2017 EDS/14314/isj Page 1 of 3

E.D.S Marine & Civil Engineering Contractors Dragon House, 17 Sir Alfred Owen Way Pontygwindy Industrial Estate Caerphilly CF83 3HU


mm % by mass of

sample cement

16921 TA8 5-20 0.11 0.76

16922 20-35 0.11 0.76

16923 35-50 0.30 2.15

16924 TA9 5-20 0.09 0.62

16925 20-35 0.16 1.13

16926 35-50 0.08 0.55

16927 TA10 5-20 0.30 2.13

16928 20-35 0.43 3.06

16929 35-50 0.30 2.16

16930 TA11 5-20 0.18 1.29

16931 20-35 0.16 1.13

16932 35-50 0.11 0.76

16933 TA12 5-20 0.08 0.58

16934 20-35 0.14 0.96

16935 35-50 0.14 1.02

16936 WE1 5-20 0.02 0.15

16937 20-35 0.01 0.11

16938 35-50 0.13 0.94

16939 WE2 5-20 0.10 0.68

16940 20-35 0.22 1.57

16941 35-50 0.18 1.29

16942 WE3 5-20 0.03 0.20

16943 20-35 0.06 0.43

16944 35-50 0.07 0.50

16945 WE4 5-20 0.04 0.31

16946 20-35 0.16 1.17

16947 35-50 0.16 1.15

16948 WE5 5-20 0.15 1.09

16949 20-35 0.10 0.68

16950 35-50 0.23 1.64

16951 WE6 5-20 0.03 0.19

16952 20-35 0.13 0.91

16953 35-50 0.11 0.78

16954 WE7 5-20 0.15 1.07

16955 20-35 0.19 1.38

16956 35-50 0.37 2.63

16957 WE8 5-20 0.17 1.22

16958 20-35 0.14 1.03

16959 35-50 0.34 2.42



mm % by mass of

sample cement

16960 WE9 5-20 0.06 0.45

16961 20-35 0.27 1.95

16962 35-50 0.64 4.60

16963 WE10 5-20 0.01 0.09

16964 20-35 0.02 0.13

16965 35-50 0.06 0.46 Note: 14 % cement content was assumed for the calculations.

End of results

Iren S. Jasko MSc EurChem CSci CChem FRSC Technical Manager


prepared for bristol city council end lcp_f… · prepared for bristol city council ma y 2018...

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